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Home My WebLink About1006 Cathleen St Technical - BuildingTECHNICAL Permit O�1- Address I ooh C-0-`Wee)., Sf Project description Nov,3 SnQ ,e J Reske� Date the permit was finaled 0 Z 2 7 09 Number of technical pages 63.o 1901 Center Street Phone 253 284 -3100 Residential Engineering Group LATERAL ANALYSIS BEAM CALCULATIONS EXPIRES JUNE 5 2.009 IF THIS SIGNATURE IS NOT IN COLOR, DO NOT ACCEPT FOR PERMIT SUBMITTAL. PROJECT Plan 2176/2SLG October 15, 2007 2006 INTERNATIONAL BUILDING CODE 100 MPH WIND EXPOSURE B, K 1 00 SOIL SITE CLASS D SEISMIC DESIGN CATEGORY D /D o\r\o' Tacoma, WA 98409 Fax 253 284 -3183 Residential Engo-neenng Group DESIGN LOADS. ROOF DEAD LOADS ROOF LIVE LOADS FLOOR DEAD LOADS FLOOR LIVE LOADS STAIR LIVE LOADS 15 PSF Total 40 PSF (Snow) 15 PSF Total 40 PSF (Reducible) 100 PSF PROJECT' 2176/2SLG WOODS WOOD TYPE. JOISTS OR RAFTERS 2X. HF #2 BEAMS OR HEADERS 4X 6X OR LARGER -DF #2 LEDGERS AND TOP PLATES- -HF #2 STUDS 2X4 OR 2X6- -HF #2 POSTS 4X4- -HF #2 4X6- -HF #2 6X6- -DF #1 GLUED LAMINATED (GLB) BEAM HEADER. Fb =2 400 PSI Fv =165 PSI Fc (Perp) =650 PSI E =1 800 000 PSI PARALLAM (PSL) 2 OE BEAM HEADER. Fb =2 900 PSI Fv =290 PSI Fc (Perp) =750 PSI E =2 000 000 PSI MICROLAM (LVL) 1 9E BEAM HEADER Fb =2 600 PSI Fv =285 PSI Pc (Perp) =750 PSI E =1 900 000 PSI TIMBERSTRAND (LSL) 1 3E BEAM HEADER, RIM BOARD Fb =1 700 PSI Fv =400 PSI Pc (Perp) =680 PSI E =1 300 000 PSI Residential Engineering Group LLC 1901 Center Street Tacoma, WA 98409 Tel: 253 284 -3100 Fax: 253 284 -3183 Designer TRUC NGUYEN TRUSSES. PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED BY A REGISTERED DESIGN PROFESSIONAL REGISTERED IN THE STATE OF WASHINGTON TRUSS DESIGNS SHALL COMPLY WITH THE REQUIREMENTS OF IBC 2303 4 SUBMITTAL PACKAGE SHALL COMPLY WITH REQUIREMENTS OF IBC 2303 4 1 4 UNLESS OTHERWISE SPECIFIED BY LOCAL BUILDING OFFICIAL OR STATUTE, TRUSS DESIGNS "'BEARING THE SEAL AND SIGNATURE OF THE TRUSS DESIGNER SHALL BE AVAILABLE AT TIME OF INSPECTION ENGINEERED I- JOISTS -FLOOR JOISTS BEAMS OF EQUAL OR BETTER CAPACITY MAY BE SUBSTITUTED. FOR THOSE SHOWN ON THIS PLAN EQUAL IS DEFINED AS HAVING MOMENT CAPACITY SHEAR CAPACITY AND STIFFNESS WITHIN 3% OF THE SPECIFIED JOISTS OR BEAMS 10/15/2007 Residential Engineering Group LLC 2176 -2SLG mcd r LATERAL ANALYSIS BASED ON 2006 INTERNATIONAL BUILDING CODE (IBC) Lateral Forces will be distributed along lines of Force /Resistance. Lines of Force /Resistance will be investigated for both wind and seismic lateral loads. Roof and Floor diaphragms are considered flexible. SEISMIC DESIGN. SEISMIC DESIGN BASED ON 2006 IBC CHAPTER 16 SECTION 1613 SINGLE FAMILY DWELLING LIGHT FRAME CONSTRUCTION LESS THAN THREE STORIES IN HEIGHT ABOVE GRADE. Seismic Design Data. Soils Site Class D (Assumed) Seismic Design Category D /D IE 1 0 For Seismic Use Group I occupancy (ASCE 7 -05 Table 11 5 -1) R 6.5 Light Framed Walls w/ Wood Shear Panels (ASCE 7 -05 Table 12.14 -1) S 1.58 Mapped Maximum Considered Earthquake Spectral Response Acceleration Short- Period S1 1 4 Mapped Maximum Considered Earthquake Spectral Response Acceleration 1- Second Period F 1 00 Site Coefficient based on Site Class S (ASCE 7 -05 Table 11 4 -1) F, 1.5 Site Coefficient based on Site Class S (ASCE 7 -05 Table 11 4 -2) W w,, Seismic Weight of Overall Structure Seismic Weight of Structure above Level x (LB 2 SDS 3 Sms 2 Equation 16 -38 SDI 3 snit Equation 16 -37 Residential Englneenng Group Roof Slope Adjustment Factor S Plan Area for Each Level A1 1487ft S (Upper Roof area) Al 589ft S Alb 1185•ft (Lower Roof area) (Upper Floor area) PROJECT 2176/2SLG Sms Ss Fa Sms 1.58 Equation 16 -39 S S1 F,, S 2.1 Equation 16 -40 1 2 cos atan S 1 08 Plan Perimeter for Each Level P1 2(37ft) 2(38ft) (Upper Floor) P2 2(37ft) 2(58ft) (Main Floor) Residential Engineering Group LLC 1901 Center Street Tacoma, WA 98409 Tel 253 284 -3100 Fax: 253 284 -3183 Designer TRUC NGUYEN SDS 1 05 SDI 1 4 10/15/2007 Residential Engineering Group LLC 2176 -2SLG mcd Residential Engineering Group Weight of Structure at Each Level L Story Weight at Upper Floor w1 15 psf (Ai) 10•psf 5 ft (Pi) PROJECT 2176/2SLG Story Weight at Main Floor w2 15 psf (A2 15psf (A2b) 10•psf•[5 ft (Pi) 5ft (P2)1 Shear at each Level F 1 1 (F SDS'wl) VIE R S DS w2 V2E R Total Base Shear W wI w2 lOpsf 5ft P2 "F SDs W� VE F =1 0 for one -story building F =1 1 for two -story building F =1.2 for three -story building VIE 5644.27 lb Story Shear at Upper Floor V2E 7905 lb Story Shear at Main Floor VE 15242.71 lb Equation 12.14 -11 Residential Engineering Group LLC 1901 Center Street Tacoma, WA 98409 Tel 253 284 -3100 Fax. 253 284 -3183 Designer TRUC NGUYEN Weight of floors include weight of floor framing flooring material insulation and 5psf for miscellaneous partition walls. 10/15/2007 Residential Engineering Group LLC 2176 -2SLG mcd h 22.5 ft V 100 Kd• =085 Residential Engineering Group WIND DESIGN 'L USE ANALYTICAL PROCEDURE OF ASCE 7 -05 SECTION 6 5 ENCLOSED BUILDING LESS THAN 60 FEET IN HEIGHT WIND EXPOSURE B (2) h kh• =201 x =1ft Llb 58ft Bfb 37ft L 1.57 h 0.39 Bfb Lf GCpfl .8 GCO2 167 GCpf3 6 GCpf4 4 qh 0 00256 Kb K Kd•V I Mean Roof Height as per Sec 6.2 Wind Speed Miles per Hour (Figure 6 -1) Wind Directionality Factor (Table 6 -4). Windward Wall Windward Roof Leeward Roof Leeward Wall PROJECT 2176 /2SLG Kh 0 65 Velocity Pressure Exposure Coefficient (Table 6 -3) Topographic Factor (K (Figure 6 -4). 2 -D Escarpment with building downwind of crest for Exposure B Lh I ft H 1 ft z h I 1 0 Important Factor (Table 6 -1) z 1200ft Per Table 6 -2: z 1200ft a 7 0 for Exposure B a•= 70 z =900ft &a= 95 for Exposure C H x K1 0.85 K1 0 85 K2 1 K2 0 75 K3 0 Lb plh K (l K1 K2 K3) Kzt Internal Pressure Coefficients (Figure 6 -5) GC 18 +1 External Pressure Coefficients w/ Roof Pitch 5/12 (22.7 degrees) Front to Back 5/12 (22.7 degrees) Side to Side Taken from Figure 6 -6 (w/ G =0 85 per Section 6 5 8 1) Front to Back. Side to Side. qh =1404 Design Wind Pressures p g g (Equation 6 -18) L„ 37ft B„ 58ft Lss 0 64 Bss GCpsl .8 GC .058 GCps3 6 GCps4 -.5 Velocity Pressure q Evaluated at Mean Roof Height (h) (Equation 6 15) y• =2.5 =4 (-7 z) Lh K3 e 10/15/2007 Residential Engineering Group LLC Windward Wall Windward Roof Leeward Roof Leeward Wall Residential Engineering Group LLC 1901 Center Street Tacoma, WA 98409 Tel 253 284 -3100 Fax: 253 284 -3183 Designer TRUC NGUYEN 0 61 Lss 2176 -2SLG mcd 4 in, 11 It/tomo ook 60•11 gOVAT v, VATION ill RICsWT ElgVATION 1.117PLT1 FL°alc. 11i� 5 u tp P AZ Yzco�f g Residential El eglneenng Group The Internal Pressures on Windward and Leeward Walls Roofs will offset each other for the lateral design of the .overall building and will therefore be ignored for this application. Front to Back. Side to Side Pfl qh (GC Pf2 qh (GC P13 qh (GCp13) psf Pf4 qh (GCpt4) psf pfl 11.23 Ib ft 2 pf2 2.35 lb ft 2 Pf3=- 843Ibft Pf4 —5 62 Ib ft 2 Wind Pressure at Uooer Floor Wall Roof (Front to Back): Vi W (P12 pf3� 80ft �pfi pf4)•236 ft Wind Pressure at Main Floor Walls (Front to Back). V2w'_ (P12 P13) 0 ft (Pfl Pf4)• ft Wind Pressure at Uooer Floor Walls &Roof (Side to Side): V3W (Ps2 P (p Ps4) 182ft Wind Pressure at Main Floor Walls (Side to Side). V4W (Ps2 Ps3) 81ft 2 (Psi Ps4)• ft 2 Viw 4838.29 Ib V3W 4911.53 lb PROJECT 2176/2SLG Windward Wall Windward Roof Leeward Roof Leeward Wall PsI qh (GCps1) psf Ps2 qh (GC psf Ps3 qh (GC psf Ps4 qh (GCps4) psf VI W 4838.29 lb V2W 6285 17 Ib V3W 4911.53 lb V4W 11409 04 Ib I But not less than 10 psf over the projected vertical plane 10/15/2007 Residential Engineering Group LLC Residential Engineering Group LLC I 1901. Center Street Tacoma, WA 98409 Tel 253 284 -3100 Fax. 253 284 -3183 Designer TRUC NGUYEN p 11.231bft 2 ps2= 0 .8 1 Ibft 2 Ps3 —8 43 lb ft 2 Ps4 —7 02 Ib ft 2 V2W 6285 17 Ib V4W 11409 041b Windward Wall Windward Roof Leeward Roof Leeward Wall 2176 -2SLG mcd 600_ xo '77\ 12 C wic c(,( \L—_ ti SUITS n Paws. 44. 4L 0 ■1 06 tNn 11 4-C eL\Bw, LI v3( ElE001 8-3. 4 NJ- 7.t. Residential Er,gsneenng Group WALL AA. 'Story Shear due to Wind Bldg Width in direction of Load L 38 ft Shear Wall Length Laa (4 12.5 4.5)ft C Percent full height sheathing' 21 ft 100 56 76 Max Opening Height 4ft -Oin Therefore C 0.8 37 ft j per IBC Table 2305 3 8 2 Wind Force vaa V3W L1 L 2 Laa vaa 76.93 lb ft I vaa 96 171b ft I Overturnina Moment on 37ft Wall. L 21 ft OTM vaa L Pt Dead Load Resistina Overturnina: WR 0 6(15•psf) 2 ft L 0.6•(10•psf) Pt L DLRM WR L 2 a DLRM 14685.3 lb ft Holdown Force Net Uplift: OTM DLRM HDFaa C Laa B vaa V3W 4911.53 lb E 61 8916 ft 1 C Co B 2.03 ft HDFaa —95 161b Plate Height: Pt 8 1 ft OTM 13086 64 lb ft Base Plate Nail Spacing (2005 NDS Table11N) 16d Common (0 162 "x3.5 Nails 1 1/2' Plate Hem -Fir ZN 122 lb CD 1 6 CD ZN C Per Nail PROJECT 2176/2SLG Story Shear due to Seismic: VI 5644.27 lb Distance between shear walls. L1 25 -ft Laa 21 ft Laa Laa Seismic Force 0 6•(10psf) Oft Laa p 1 0 Eaa Eaa 77.36 lb ft I P1 -6. 7/16' Sheathing w/ 8d nails 6' 0 C. Wind Capacity 339 plf Seismic Capacity 242 plf Anchor Bolt Spacing (2005 NDS Table 11E1 5/8' Dia. Bolt (6' Embed) 1 1/2' Plate Hem -Fir A 860 lb CD 1 6 ZB As'CD As ZB C, As 14.31 ft Per Bolt vaa Shear Wall Summary: Wind Force Seismic Force. B.P. Nailina Spacing A.B. Spacing, Holdown Force vaa 96.17 lb ft I E a a 77.36 lb ft 1 Bp 2,03 ft As T 14.31 ft HDFaa 95 161b C Co 16d 16" o.c. 5/8' A.B. 72' o.c. Residential Engineering Group LLC 1901 Center Street Tacoma, WA 98409 Tel 253 284 -3100 Fax: 253 284 -3183 Designer' TRUC NGUYEN VIE L1 0 L t 2 Laa ZB 1376 lb Holdown Tvoes No Holdown 10/15/2007 Residential Engineering Group, LLC 2176 2SLG mcd Bldg Width in direction of Load L 38 ft Shear Wall Length Lbb (6 11)ft Percent full height sheathing' 10•ft) 10•ft 100 100 Residential Engineering Group WALL BB. L Story Shear due to Wind Wind Force vbb Co L bb V3W L1 L2 L 2 Lbb V3W 4911.53 lb PROJECT 2176/2SLG vbb 144 46 Ib ft vbb 144 461b ft C Overturning Moment on 6ft Wall. Plate Height: Pt 8 1 ft Lbb 6•ft OTM vbb Lbb Pt OTM 7020 6lbft Dead Load Resistina Overturning: WR 0 6(15•psf) 13 ft Lbb 0.6•(10•psf) Pt Lbb 0 6•(10psf) Oft Lbb DLRM WR Lbb DLRM 2980.8 lb ft Holdown Force Net Uplift: HDFbb OTM DLRM HDFbb 673.3 lb Co Lbb Overturning Moment on 11ft Wall. Plate Height: Pt 8 1 ft Lbb 11 ft OTM vbb Lbb Pt OTM 12871 1 lb ft Dead Load Resisting Overturning. WR 0 6(15 psf) 13 ft Lbb 0 6.(10-psf) Pt Lbb 0 6•(10psf) Oft Lbb DLRM WR Lbb DLRM 10018.8 lb ft Holdown Force Net Uplift: HDFbbI OTM DLRM HDFbb1 259.3 lb Story Shear due to Seismic: V1 E 5644.27 lb Distance between shear walls Lbb 17 ft Lbb Lbb Max Opening Height Oft -Oin Therefore C 1 00 per IBC Table 2305 3 8.2 Seismic Force. p 1 0 Ebb 116.21 lb ft I Residential Engineering Group LLC' 1901 Center Street Tacoma, WA 98409 Tel 253 284 -3100 Fax. 253 284 -3183 Designer TRUC NGUYEN L1 25-ft L2 13-ft VIE L1 L2 0 7p Lt 2 Ebb Lbb E b b 116.211b ft C P1 -6. 7/16' Sheathing w/ 8d nails 6' 0 C. Wind Capacity 339 plf Seismic Capacity 242 plf 10/15/2007 Residential Engineering Group LLC 2176 2SLG mcd Residential En,g!neenng Group Base Plate Nail Snacina (2005 NDS Table11N), 16d Common (0 162 "x3.5 Nails 1 1/2' Plate Hem -Fir ZN 122 lb CD 1 6 B CD ZN Co B 1.35 ft Per Nail Bp vbb p Shear Wall Summary: Wind Force Seismic Force E vbb 144 461b ft bb 116.21 lb ft 1 C C B.P. Nailina Spacing A.B. Spacing Holdown Force B 1.35 ft PROJECT 2176/2SLG 16d 16' o.c. 5/8' A.B. 72' o.c. Anchor Bolt Spacing (2005 NDS Table 11E) 5/8 Dia. Bolt (6' Embed) 1 1/2' Plate Hem -Fir A 860 lb CD 1 6 ZB A CD ZB 1376 lb As ZB Co As 9.53 ft Per Bolt vbb As 9.53 ft HDFbb 673.3 lb Residential Engineering Group LLC 1901 Center Street Tacoma, WA 98409 Tel 253 284 -3100 Fax. 253 284 -3183 Designer* TRUC NGUYEN HDFbbI 259.3 lb Holdown Types. LSTA15 Holdown Types. NO HOLDOWN 10/15/2007 Residential Engineering Group LLC 2176 -2SLG mcd WALL CC. Residential Englneenng Group Story Shear due to Wind V3W 4911.53 lb Bldg Width in direction of Load L 38 ft Shear Wall Length Lcc (3.5 3.5 4.5 2.5)ft Lcc 14 ft Percent full height sheathing: 7 ft 100 63 64 Max Opening Height 4ft -Oin, Therefore C 0.83 11 ft, per IBC Table 2305 3.8.2 Wind Force. vcc_ Shear Wall Summary: V3W Li Lt 2 Lcc vcc 60 01 lb ft vcc 72.3 lb ft OTM DLRM HDFcc Co Lcc C Overturnina Moment on lift Wall. Plate Height: Pt 8 1 ft Lcc 7 ft OTM vcc•L Pt OTM 3402.53 lb ft Dead Load Resistina Overturnina. WR 0 6(15.psf) 2 ft Lcc 0.6•(10•psf) Pt L 0 64 lOpsf) Oft Lcc L DLRM WR DLRM 1631 7 lb ft 2 Holdown Force Net Uplift: Wind Force Seismic Force. vcc 72.3 lb ft 1 E cc 67.33 lb ft C„ C. HDFcc 304 79 lb Base Plate Nail Soacina (2005 NDS Table11N) 16d Common (0 162 "x3.5 Nails 1 1/2' Plate Hem -Fir ZN• =122 lb CD =l6 B CD ZN Co B 2.7 ft Per Nail vcc PROJECT 2176 /2SLG Story Shear due to Seismic: VIE 5644.27 lb Distance between shear walls. Seismic Force p 1 0 Ecc 55.891b ft I A 860•lb ZB C As vcc L1• =13ft Lcc 3.5• I2 +2.5I 5 I +4.5 ft ,8.1 8 1 Ecc Ecc 67.33 lb ft C P1 6. 7/16' Sheathing w/ 8d nails 6' 0 C Wind Capacity 339 plf Seismic Capacity 242 plf Anchor Bolt Succinct (2005 NDS Table 11E1 5/8' Dia. Bolt (6' Embed) 1 1/2' Plate Hem -Fir CD• =16 ZB =A As 19.03 ft Per Bolt B.P. Nailina Spacing A.B. Spacing Holdown Force Bp 2.7 ft As 19 03 ft HDFcc 304 791b 16d 16' o.c. 5/8' A.B. 72' o.c. Residential Engineering Group, LLC 1901 Center Street Tacoma WA 98409 Tel 253 284 -3100 Fax' 253 284 -3183 Designer TRUC NGUYEN VIE Ll 0 7p L t 2 Lcc ZB 1376 lb Holdown Types NO HOLDOWN 10/15/2007 Residential Engineering Group LLC 2176 -2SLG mcd WALL DD: Story Shear due to Wind: Bldg Width in direction of Load: Lt 37 ft Wind Force vdd Residential 'nee mg Group Shear Wall Summary: Wind Force V1W Li L 2 Ldd, V 4838.29 lb OTM DLRM HDFdd HDFdd 563 05 lb C Ldd ZN 122 1b CD 1.6 CD ZN Co B B 1.06 ft vdd P Per Nail PROJECT 2176/2SLG Shear Wall Length Ldd, (4 3 10)ft Ldd 17ft vdd 142.3 lb ft 1 vdd 184 81 lb ft 1 C Overturning Moment on 28ft Wall. Plate Height: Pt.= 8.1 ft Ldd I7 ft OTM vdd Ldd.Pt OTM I9595 061b Dead Load Resistina Overturning: WR 0 6(15 psf).4 ft Ldd 0 6•(10•psf) Pt Ldd 0.6•(10psf)•0ft Ldd DLRM WR Ldd DLRM 12224 71b ft Holdown Force Net Uplift: Story Shear due to Seismic' VIE 5644.27 lb Distance between shear walls L1 37 ft Percent full height sheathing 17 ftl 100 60 71 Max Opening Height 5ft-Oin Therefore C 0 77 28•ft per IBC Table 2305 3 8.2 Seismic Force Edd 121 781b ft 1 As vdd 16d @16' o.c. 5/8' A.B. 72' o.c. Residential Engineering Group LLC 1901 Center Street Tacoma WA 98409 Tel. 253 284 -3100 Fax: 253 -284 -3183 Designer TRUC NGUYEN Ldd 4+ 3 g l I+ 10 ft p 10 Edd c vdd 184 81 lb ft 1 Edd 158 15 lb ft 1 B p 1.06 ft As 7 45 ft HDFdd 563.051b Co C o VIE L1 0 7p L t 2 Ldds Edd 158 151b ft P1 -6 7/16' Sheathing w/ 8d nails 6' 0 C Wind Capacity 339 plf Seismic Capacity 242 plf Base Plate Nail Soacina (2005 NDS Tablet l N) Anchor Bolt Spacing (2005 NDS Table 11E1 16d Common (0 162 "x3.5 Nails 1 1/2' Plate Hem -Fir 5/8' Dia. Bolt (6' Embed) 1 1/2' Plate Hem -Fir A 860 1b CD 1 6 Zg A CD Zg 13761b ZB C As 7 45 ft Per Bolt Seismic Force. B.P. Nailing Spacing A.B. Spacing Holdown Force Holdown Tvoes. Simpson MSTC28 10/15/2007 Residential Engineering Group LLC 2176 2SLG mcd Residential Ergineenng Group WALL EE. Story Shear due to Wind Bldg Width in direction of Load L 37 ft Shear Wall Length Lee (4.5 9.5 13)ft Wind Force vee Shear Wall Summary: VI L1 L 2 Lee Vim/ 4838.29 lb vee 89 6 lb ft vee 102.99 lb ft 1 C Lee DLRM WR DLRM 30836 7 lb ft 2 Holdown Force Net Uplift: OTM DLRM HDFee HDFee 478.57 lb Co Lee Base Plate Nail Sbacina (2005 NDS Table11N) 16d Common (0 162 "x3.5 Nails 1 1/2" Plate Hem -Fir ZN 122 lb CD 1 6 CD ZN C Bp vee B 1.9 ft Per Nail PROJECT 2176/2SLG Seismic Force Overturnina Moment on 38ft Wall. Plate Height: Pt 8 1 ft L 27 ft OTM vee-L Pt OTM 19595 061bft Dead Load Resisting Overturnina. WR 0.6(15 psf) 4 ft L 0 6.(10-psf) Pt L 0 6•(l0psf) Oft Lee 16d 16' o.c. 518' A.B 72' o.c Residential Engineering Group LLC 1901 Center Street Tacoma WA 98409 Tel: 253 284 -3100 Fax: 253 284 -3183 Designer TRUC NGUYEN Story Shear due to Seismic VIE 5644.27 lb Distance between shear walls Lee 27 ft Lee Lee E 73 171b ft 1 LI 37 ft Percent full height sheathing '27 ft 100 71 05 Max Opening Height 4ft -Oin, Therefore C 0 87 X 38 ft) per IBC Table 2305 3 8.2 p•= 10 E E e e 84 1 lb ft C Wind Force Seismic Force B.P. Nailing Spacing A.B. Spacing Holdown Force vee I Eee I B 1.9 ft As 13.36 ft HDFee 478.571b 102.991b ft 84 1 lb ft C C VIE LI 0 7p L t 2 Lee P1 6 7/16' Sheathing w/ 8d nails 6' 0 C Wind Capacity 339 plf Seismic Capacity 242 plf Anchor Bolt Spacing (2005 NDS Table 11E) 5/8" Dia. Bolt (6" Embed) 1 1/2" Plate Hem -Fir A 860•1b CD 1 6 ZB As CD. ZB 13761b As ZB Co As 13.36 ft Per Bolt vee Holdown Types NO HOLDOWN 10/15/2007 Residential Engineering Group LLC 2176 -2SLG mcd WALL FF. Story Shear due to Wind Wind Force Residential Erglneermg Group vff Overturning Moment on 14ft Wall. L1f 14•ft OTM vff Lff Pt Dead Load Resisting Overturning. Lt1' DLRM WR 2 VIW L1 L 2 Lff Holdown Force Net Uplift: Viw 4838.29 lb Distance between shear walls. Shear Wall Length Lff (14)ft Lff„.. 14ft Lff Lff Percent full height sheathing '27 ft 100 71 05 Max Opening Height 4ft -Oin Therefore C 0.87 g g X 38 ft per IBC Table 2305 3 8.2 Bldg Width in direction of Load Lt 37 ft PROJECT 2176/2SLG Plate Height: Pt.= 8 1 ft OTM 10591 921b ft WR 0 6(15 psf) 10•ft Lff 0.6•(10•psf) Pt Lff 0 6•(10psf) Oft Lff DLRM 13582.8lbft HDFff OTM DLRM HDFff -245.56 lb Co L ff Story Shear due to Seismic VIE F. 5644.27 lb Seismic Force p 1 0 E vff 93 41b ft 1 vff 107.361b ft I Elf 76.271b ft 1 ►f 87 671b ft 1 C C Residential Engineering Group LLC 1901 Center Street Tacoma WA 98409 Tel: 253 284 -3100 Fax: 253 284 -3183 Designer TRUC NGUYEN L1• =20•ft E ff VIE L1 0 7p L t 2 Lff P1 -6 7/16' Sheathing w/ 8d nails 6' 0 C Wind Capacity 339 plf Seismic Capacity 242 plf Base Plate Nail Soacina (2005 NDS Table11N1 Anchor Bolt Soacina (2005 NDS Table 11E) 16d Common (0 162 "x3.5 Nails 1 1/2' Plate Hem -Fir 5/8' Dia. Bolt (6' Embed) 1 1/2' Plate Hem -Fir ZN 122 lb CD 1 6 A 860 lb CD 1 6 ZB A CD ZB 1376 lb CD ZN C ZB C B B 1 82 ft Per Nail As As 12.82 ft Per Bolt Bp vff P vff Shear Wall Summary: Wind Force Seismic Force B.P. Nailing Spacing A.B. Spacing Holdown Force Holdown Types vff 1 Eff 1 S 1.82 ft As 12.82 ft HDFff -245 56 lb NO HOEDOWN 107 361b ft 87.671b ft p C Co 16d 16' o.c. 5/8' A.B. 72" o.c. 10/15/2007 Residential Engineering Group LLC 2176 -2SLG mcd 6050 A 41 500 XO 0 11 vµ- ee MAN Flr.0011.01 0 u t I1 (1 -A. 5 :X� I c_ L o g N Residential Engineering Group WALL A. Story Shear due to Wind Bldg Width in direction of Load L 58.ft Shear Wall Length La (3 9.5)ft La 12.5 ft Percent full height sheathing 100 67.57 Max Opening Height 5ft -Oin Therefore C 0.8 12.5-ft 18.5 ft per IBC Table 2305 3 8 2 Wind Force va V4W L1 vaa Laa L 2 va 388 9 lb ft I va 486.13 lb ft L WR 2 DLRM 21187.5 lb ft Holdown Force Net Uplift: OTM DLRM HDFa C L Shear Wall Summary: Wind Force Seismic Force va 486 13 lb ft I a 312.97 lb ft I C C V4W 11409.04 lb PROJECT 2176/2SLG Residential Engineering Group LLC 1901 Center Street Tacoma, WA 98409 Tel 253 284 -3100 Fax 253 284 -3183 Designer TRUC NGUYEN Story Shear due to Seismic: V2E 7905 lb Distance between shear walls. L1 33 -ft La (39 +9.5)ft V2E Ll Eaa Laa 0 7p L 2 Seismic Force p 1 0 E La La C Overturnina Moment on 18.5ft Wall. Plate Height: Pt 9 1 ft L 12.5 ft OTM va•L Pt OTM 44237.92 lb ft Dead Load Resistina Overturning. WR 06(15•psf) 13•ftL +0.6•(10•psf) 2PtL +06•(10psf) 7.5ftL HDFa 2305 04 lb Base Plate Nail Spacina (2005 NDS Table11N) 16d Common (0 162 "x3.5 Nails 1 1/2' Plate Hem -Fir ZN 122 lb CD 1 6 B CD 7N Co B 0 4 ft Per Nail va B.P. Nailina Spacing A.B. Spacing B 0 4 ft E 250.381bft I 16d 4 o.c. 5/8' A.B. 32" o.c. Ea 312.97 lb ft C P1 -4 7/16' Sheathing w/ 8d nails 4 0 C Wind Capacity 494 plf Seismic Capacity 353 plf Anchor Bolt Spacina (2005 NDS Table 11E1 5/8' Dia. Bolt (6' Embed) 1 1/2' Plate Hem -Fir A 860•lb ZB•CO As va CD 1 6 ZB A CD As 2.83 ft Per Bolt Holdown Force Holdown Types. Simspon STHD8RJ As 2.83 ft HDFa 2305 04 lb ZB 1376 lb 10/15/2007 Residential Engineering Group LLC 2176 -2SLG mcd WALL B. Residential Erqmeennq Group story Shear due to Wind V4W 11409.04 lb Bldg Width in direction of Load L 58•ft Shear Wall Length Lb (8)ft Percent full height sheathing. 10.ft 100 100 (10 ft per IBC Table 2305 3.8 2 Wind Force vb Seismic Force p 1 0 vb 783 04 lb ft vb 783.04 lb ft C Overturnina Moment on aft Wall: Plate Height: Pt 9 1 ft Lb 3 ft OTM vb-Lb Pt OTM 21377 01 lb ft Dead Load Resistina Overturnina. WR 0 6(15 psf) 13 ft Lb 0 6•(10•psf) 2Pt Lb 0 6•(l0psf) 6ft Lb Lb DLRM WR 2 Holdown Force Net Uolift: C OTM DLRM HDFb C Lb Shear Wall Summary: Wind Force vb I 783 04 lb ft V4W L1 0 67 vcc Lcc vbb•Lbb L 2 Lb DLRM 1179.9 lb ft Base Plate Nail Soacino (2005 NDS Table11N) 16d Common (0 162 "x3.5 Nails 1 1/2' Plate Hem -Fir ZN 122 lb CD 1.6 B CD 7N Co B 0.25 ft Per Nail Bp vb p Seismic Force. Eb I 500.31 lb ft C HDFb 6732.37 lb PROJECT 2176/2SLG Story Shear due to Seismic: V2E 7905 lb Distance between shear walls Lb 8 ft Lb, Lb Residential Engineering Group LLC 1901 Center Street Tacoma, WA 98409 Tel 253 284 -3100 Fax: 253 284 -3183 Designer TRUC NGUYEN L1 33.ft L2 25•ft Max Opening Height Oft -Oin Therefore C 1 00 0 67 E„ Lcc Ebb Lbb 0 7p V2E 1-1 L 2 Eb Eb 500.31 lb ft Lb Eb 500.31 lb ft I C P1 2. 7116' Sheathing w/ 8d nails 2' 0 C Wind Capacity 833 plf Seismic Capacity 595 plf Anchor Bolt Spacing (2005 NDS Table 11E1 5/8' Dia. Bolt (6' Embed) 2 1/2' Plate Hem -Fir A 1070•lb CD 1.6 Zg A CD ZB As As 2.19 ft Per Bolt vb B.P. Nailing Spacing A.B. Spacing Holdown Force B 0.25 ft As 2.19 ft HDFb 6732.37 lb 16d 3" o.c. 5/8' A.B. 24' o.c. Zg 17121b Holdown Tvoes Simspon HDQ8 10/15/2007 Residential Engineering Group LLC 2176 -2SLG mcd Residential Engineering Group WALL C. Story Shear due to Wind Bldg Width in direction of Load* L 58 ft Distance between shear walls. L1 25 ft Shear Wall Length Lc (20)ft Lc 20 ft Lc Lc 10 Percent full height sheathing ft 100 100 Max Opening Height Oft -Oin Therefore C 1 00 10•ft) per IBC Table 2305 3 8.2 Wind Force vc vc 136.8 lb ft vc 136.81b ft C Overturnina Moment on 20ft Wall. Plate Height: Pt 9 1 ft L 20• ft OTM vc L Pt OTM 24898 4 lb ft Dead Load Resistina Overturnina: WR 0 6(15•psf) 2 ft L 0 6•(10•psf) 1Pt L 0 6•(10psf)•1ft L L DLRM WR 2 DLRM 157201b ft Holdown Force Net Uplift: OTM DLRM HDFc C L Base Plate Nail Spacing (2005 NDS Table11N1 Anchor Bolt Spacing (2005 NDS Table 11E) 16d Common (0.162 "x3.5 Nails 1 1/2' Plate Hem -Fir 5/8' Dia. Bolt (6' Embed) 1 1/2' Plate Hem -Fir ZN 122 lb CD 1 6 Bp CD ZN Co B 1 43 ft vc V4W 11409.04 lb HDFc 458.92 lb Per Nail PROJECT 2176/2SLG Story Shear due to Seismic: V2E 7905 lb V2E L 0.33vcc•Lcc V4W L1 2E 0.33E Lcc 0 7p I L 2 Lt 2 E Lc Lcs Seismic Force p 1 0 F 70 781b ft 1 16d 16' o.c. 5/8' A.B. 72' o.c. Residential Engineering Group LLC 1901 Center Street Tacoma, WA 98409 Tel 253 284 3100 Fax: 253 284 3183 Designer TRUC NGUYEN E c 70 781b ft 1 Co P1 -6. 7/16' Sheathing w/ 8d nails 6' 0 C Wind Capacity 339 plf Seismic Capacity 242 plf A 860 lb CD 1 6 ZB A CD As ZB Co As 10 06ft Per Bolt vc ZB 1376 lb Shear Wall Summary: Wind Force Seismic Force: B.P. Nailina Spacing A.B. Spacing Holdown Force Holdown Types vc I Ec 1 B 1 43 ft As 10 06ft HDFc 458.92 lb NO HOEDOWN 136.81b ft 70 78 lb ft C C 10/15/2007 Residential Engineering Group LLC 2176 2SLG mcd Residential Engineering Group WALL D. Story Shear due to Wind: Bldg Width in direction of Load. L 37 ft Wind Force vd vd 327 16 lb ft 1 vd 408 951b ft C Ld DLRM =WR- 2 Holdown Force Net Uplift: OTM DLRM HDFd HDFdd Co Ld ZN 122 lb CD 1 6 CD ZN C B B =048ft vd Shear Wall Summary: Wind Force Seismic Force vd 408.95 1b ft I E 3711b ft 1 C C V2W 6285 171b DLRM 22498.65lbft Per Nail PROJECT 2176/2SLG Shear Wall Length Ld (3 9 5)ft Ld, 17 ft Story Shear due to Seismic' V2E 7905 lb Distance between shear walls L1 37 ft Percent full height sheathing (17 ft) 100 60 71 Max Opening Height 5ft -Oin Therefore C 0.80 28•ft per IBC Table 2305 3 8 2 vdd Ldd +V2W L1 V2E L1 w L 2 Edd Ldd 0 7p t L 2 Ed Seismic Force p 1 0 Ld Ld Overturning Moment on 28ft Wall. Plate Height: Pt 9 1 ft Ld 17 ft OTM vd Ld•Pt OTM 50611 71 lb ft Dead Load Resisting Overturning. WR 0 6(15 psf)•4.5 ft Ld 0.6•(10•psf) 2Pt Ld 0 6•(10psf) 1ft Ld Ed 296 81b ft I HDFd 2630 191b Residential Engineering Group LLC 1901 Center Street Tacoma WA 98409 Tel: 253 284 -3100 Fax: 253 284 -3183 Designer TRUC NGUYEN Ld 3 6 +5 +9)ft 91 J Ed I 371 lb ft C P1 -3 7/16' Sheathing w/ 8d nails 3 0 C Wind Capacity 638 plf Seismic Capacity 456 plf Base Plate Nail Spacing (2005 NDS Table11 N1 Anchor Bolt Spacing (2005 NDS Table 11E) 16d Common (0 162 "x3.5 Nails 1 1/2' Plate Hem -Fir 5/8' Dia. Bolt (6' Embed) 1 1/2' Plate Hem -Fir A 860 lb CD 1 6 ZB A CD ZB 1376 lb As ZB Co As 3.36 ft Per Bolt vd B.P. Nailing Spacing A.B. Spacing Holdown Force B 0 48 ft As 3.36 ft HDFd 2630 191b 16d 6' o.c. 518' A.B. 40' o.c. Holdown Types Simspon STHD1ORJ 10/15/2007 Residential Engineering Group LLC 2176 2SLG mcd Residential Ercjineerinq Group WALL E. Story Shear due to Wind V2W 6285 17 lb Bldg Width in direction of Load* L 37 ft Percent full height sheathing. 10 ft 100 100 10•ft) Wind Force ye ve 127 861b ft V 127 86 lb ft 1 C Overturnina Moment on 8ft Wall: Plate Height: Pt 9 1 ft L 8 ft OTM ve•L Pt OTM 9307 9 l ft Dead Load Resistina Overturnina. WR 0 6(15 psf) 2 ft L 0 6•(10•psf) 2Pt L 0 6•(10psf) 1 ft L L DLRM WR DLRM 4262.4 lb ft 2 Holdown Force Net Uplift: OTM DLRM HDFe HDFe 630 691b C L Base Plate Nail Soacina (2005 NDS Table11N1 16d Common (0 162 "x3.5 Nails 1 1/2' Plate Hem -Fir ZN 122 lb CD 1 6 CD ZN C ye B B 1.53 ft Shear Wall Summary: Wind Force Seismic Force ve 127.86 lb ft 1 Ee 109 021b ft 1 C C Per Nail PROJECT 2176 /2SLG Story Shear due to Seismic V2E 7905 lb Distance between shear walls Shear Wall Length Le (11.5 11 13 8)ft Le 43.5 ft Le Le Residential Engineering Group LLC' 1901 Center Street Tacoma, WA 98409 Tel 253 284 -3100 Fax: 253 284 -3183 Designer TRUC NGUYEN L1 37' ft Max Opening Height Oft -Oin Therefore C 1 00 per IBC Table 2305 3 8.2 V2W L1 V2E L1 vee•Lee Eee Lee 0 7p Lt 2 Seismic Force Lt 2 Lem p 1 0 E Les E 109.021b ft 1 Ee 109 021b ft 1 Co P1 -6 7/16' Sheathing wl 8d nails 6' 0 C Wind Capacity 339 plf Seismic Capacity 242 plf Anchor Bolt Soacina (2005 NDS Table 11E1 5/8' Dia. Bolt (6' Embed) 1 1/2' Plate Hem -Fir A 860 lb ZB C As ye CD 1 6 ZB A CD As 1.0 76 ft Per Bolt B.P. Nailing Spacing A.B. Spacing Holdown Force B 1.53 ft As 10 76 ft HDFe 630.69 lb 16d 16' o.c. 5/8' A.B. 72' o.c. ZB 1376 lb Holdown Types no holdown 10/16/2007 Residential Engineering Group, LLC 2176.2SLG mod WALL F. Story Shear due to Wind Bldg Width in direction of Load: L 37 ft Shear Wall Length Lf (6.83 1 88)ft Percent full height sheathing. 10 ft Wind Force vf vf 345 161b ft 1 of =345 1 1 C Overturnina Moment on 6.83ft Wall. Lt. 6.83 ft OTM vf Lf Pt Dead Load Resistina Overturnina: WR 0 6(15 psf) 11.5 ft Lf 0 6•(10•psf) 2Pt Lf 0.6•(10psf) (1ft) Lf Ll. DLRM WR 2 Holdown Force Net Uplift: IIDFf -Base Plate Nail Spacing (2005 NDS Tablel l Nl 16d Common (0 162 "x3.5 Nails 1 1/2' Plate Hem -Fir ZN 122 lb CD 1 6 CD ZN C B vf Shear Wall Summary: Wind Force of 1 345 16 lb ft C Residential gtnecnng Group OTM DLRM Co Lf vff Lff V2W L Lt 2 Lf DLRM 4821 16lbft HDFf 2089.91 lb B p 0.57 ft Seismic Force El. 1 293 971b ft Co V2W 6285 171b 10. ft, Per Nail PROJECT 2176/2SLG 100 100 Plate Height: Pt 8 1 ft OTM 19095.26 lb ft Bp =0.57ft 16d 6" o.c. Story Shear due to Seismic. V2E 7905 lb Distance between shear walls Lf, =871ft Seismic Force p 1 0 E f 293.971b ft I P1-4 7/16' Sheathing w/ 8d nails 3' O C Wind Capacity 495 plf Seismic Capacity 353 plf As vf B.P. Nailing Sp'acina A.B. Soacina As 4.96 ft 5/8" A.B. 60" o.c. 10/15/2007 Residential Engineering Group LLC Residential Engineering Group LLC' 1901 Center Street Tacoma WA 98409 Tel. 253 284 -3100 Fax: 253 284 -3183 Designer TRUC NGUYEN Ef Lt• =20•ft Lf (6.84 1.88)ft Max Opening Height Oft -Oin Therefore C 1 00 per IBC Table 2305 3 8 2 Shear per Panel A 1070.1b CD 1 6 ZB A CD ZB C As 4.96 ft Per Bolt Holdown Force HDFf 2089.91 lb V2E Ll Eff Lff s +07p Lt 2 Lf Et 1 293.97 lb ft C See APA Technical Topic TT 100B A Portal Frame with Hold Downs for Enaineered Applications' (Emphasis Added) Restraint Panel Height 1.0ft Maximum Restraint Panel Width 1ft 10 1 /2in Minimum Allowable Shear per Panel 860 lb Ff Anchor Bolt Soacina (2005 NDS Table 11E1 5/8' Dia. Bolt (6' Embed) 2 1/2' Plate Hem -Fir (1.88ft vf) 1 Ff 648.91b O K. See Portal Frame Construction Detail on Structural Sheets for framing nailing and holdowns. ZB 17121b Holdown Types Simspon STHD8 /RJ STHD14 2176 -2SLG mcd ent 6X I01 1 I A 'A. 4 rA� 1 6X10 SEE 512 7 H 4M .calmirtra. ,A, I•INIIItIIIII1IMIII•IP2Mi l I llkiii In'_ 3. I 51 v i Ill SXB RIDG ,A&A 7/ 0 2; ING II II .1. YFR STRUCT. GABLE TRUE C 5:12 iI 5:12 MFR 5:12 GIRDER TRUSS U 5:12 5:12 r v J mall 1 Wi MFR END JACKS EXT. TC TO RIDGE MFR MONO TRUSSES 24' 0.C. MFR HIP TRUSSES 24' 0L. p,. 4eAtd is Live L oa d 7: 4°11 ml La MFR TRUSSES 24' 00. MFR GABLE END TRUSS 30' ROOF RETURN L 30' ROOF RETURN C 5:12 b 5:12)7 ROOF FRAMINCs .AN 2XE RAFTERS 24' OC. HIP JACKS 30' ROOF RETURN 11.R SIP TRUSSES 24' OL. MFR END JACKS 24' D.C. MFR END JACKS EXT. TC TO RIDGE 1 FR TRUSSES 24' O.C. 30' ROOF RETURN MFR STUB TRUSS MFR. TRUSSES 24' 00. I i CASCADE Residential Design, Inc. tilt7:i_ Imo' 2, �_uc• r oc i'. t 'S 415#--‘ 4 1 Job Name Location L0 i r 1 4 I i, it Technical Representative Job Number 102 Couilh 2 !Sft St. Tacoma.WA 4 8407 253.234.3 i 70 25128 183 fa)- email: cascade(@ .netcom.corn 4 10 Sheet of By 3 Date G 7 r 4 Rest 580000 User KW- 0605873, Ver 5.8.0, 1 -Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description Beam 1 L General Information Section Name 6x8 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur Factor Beam End Fixity Wood Density LFuII Length Uniform Loads Center Left Cantilever Right Cantilever Center Span. Deflection .Location Length /Deft Camber using 1.5 D. Center Left Right DL DL DL 5.500 in 7 500 in Sawn 1 150 Pin -Pin 32.500 pcf Span= 10.00ft, Beam Width 5.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow fb 748.54 psi Fb 776.25 psi Deflections 0.00 k -ft 0 00 k -ft 3.34 fv Fv Dead Load -0.082 in 5.000 ft 1 467.3 L.Defl) 0.123 in 0.000 in 0.000 in 3.22 k -ft 0.00 k -ft General Timber Beam 68.00 #/ft #/ft #/ft 41 17 psi 161 00 psi Code Ref 1997 NDS, 2003 IBC 2003 NFPA 5000. Base allowables are user defined Center Span Left Cantilever Right Cantilever Hem Fir No.2 Fb Base Allow Fv Allow Fc Allow E Depth 7.5in, Ends are Pin -Pin 0.964 1 3.2 k -ft 3.3 k -ft at 5.000 ft at 0.000 ft Total Load -0.272 in 5.000 ft 440.87 LL LL LL Scope Reactions. Left DL Right DL Title Dsgnr Description 10.00 ft ft ft 675.0 psi 140.0 psi 405.0 psi 1 100.0 ksi 180 00 #/ft #/ft #/ft Maximum Shear 1 5 1 7 k Allowable 6.6 k Shear* Left 1.29 k Right 1.29 k Camber' Left 0.000 in Center 0.123 in Right 0.000 in 0.39 k 0.39 k Left Cantilever Deflection .Length /Defl Right Cantilever Deflection .Length /Defl .Lu .Lu .Lu Job Date: 3:12PM, 10 OCT 07 1882- 2sIg,100mph.ecwi Calculations 0.00 ft 0.00 ft 0.00 ft Beam Design OK Max 1.29 k Max 1.29 k Dead Load Total Load 0.000 in 0.000 in 0.0 0 0 0.000 in 0.000 in 0.0 0.0 U I Rev: 580000 User' KW- 0605873, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description Beam 2. LGeneral Information Section Name 4x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur Factor Beam End Fixity Wood Density LFull Length Uniform Loads Center Left Cantilever Right Cantilever Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow fb 305.43 psi Fb 1 035.00 psi LDeflections Center Span. Deflection .Location Length /Defl Camber using 1.5 Center Left Right DL DL DL 3.500 in 9.250 in Sawn 1 150 Pin -Pin 32.500 pcf Dead Load -0 006 in 3.000 ft 11,080.3 D.L. Defl 0.010 in 0.000 in 0.000 in 75.00 #/ft #/ft #/ft Span= 6.00ft, Beam Width 3.500in x Depth 9.25in, Ends are Pin -Pin 0.295 1 1.3 k -ft 4.3 k -ft at 3.000 ft at 6.000 ft 1.27 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 4.30 fv 29.19 psi Fv 207 00 psi Total Load -0.022 in 3.000 ft 3,230.48 LL LL LL Reactions. Left DL Right DL Title Dsgnr• Description Scope General Timber Beam Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span 6.00 ft Left Cantilever ft Right Cantilever ft Douglas Fir Larch, No.2 Fb Base Allow 900.0 psi Fv Allow 180.0 psi Fe Allow 625 0 psi E 1 600.0 ksi 200.00 #/ft #/ft #/ft Maximum Shear 1 5 Allowable Shear Left Right Camber Left Center Right 0.25 k 0.25 k Left Cantilever Deflection Length /Defl Right Cantilever Deflection .Length /Defl .Lu .Lu .Lu Max Max Dead Load 0.000 in 0.0 Job Date: 3 10 OCT 07 0.000 in 0.0 1882 -2s1a, 100mph ecn,.:Cetc.datron 0.00 ft 0.00 ft 0.00 ft Beam Design OK 0.9 k 6.7 k 0.85 k 0.85 k 0.000 in 0.010 in 0.000 in 0.85 k 0.85 k Total Load 0.000 in 0.0 0.000 in 0.0 I 1 Rev: 580000 User KW-0605873, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description Beam 3 [General Information Section Name 6x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur Factor Beam End Fixity Wood Density LTrapezoidal Loads #1 DL Left DL Right #2 DL Left DL Right Point Loads Dead Load Live Load distance 3,100.0 lbs lbs 4 000 ft Summary Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow fb 957 45 psi Fb 1 006.25 psi [Deflections Center Span. Deflection .Location .Length /Deft Camber using 1.5 D. Center Left Right 5.500 in 9.500 in Sawn 1 150 Pin -Pin 32.500 pcf 225.00 #/ft 225.00 #/ft 45.00 #/ft 45.00 #/ft lbs lbs 0.000 ft 0.00 k -ft 0.00 k -ft 6.94 fv Fv Dead Load -0.051 in 3.192 ft 1,399.8 L.Defl) 0.077 in 0.000 in 0.000 in General Timber Beam LL Left LL Right LL Left LL Right Center Span 6.00 ft Left Cantilever ft Right Cantilever ft Douglas Fir Larch, No.2 Fb Base Allow 875.0 psi Fv Allow 170.0 psi Fc Allow 625 0 psi E 1,300.0 ksi lbs lbs 0.000 ft Span= 6.00ft, Beam Width 5.500in x Depth 9.5in, Ends are Pin -Pin 0.952 1 6.6 k -ft 6.9 k -ft 6.60 k -ft at 3.960 ft 0.00 k -ft at 0.000 ft 95.92 psi 195.50 psi Code Ref: 1997 NDS, 2003 IBC 2003 NFPA 5000. Base allowables are user defined Total Load -0.079 in 3.096 ft 914.21 Reactions. Left DL Right DL Title Dsgnr Description Scope 600.00 #/ft 600.00 #/ft 120.00 #/ft 120.00 #/ft lbs lbs 0.000 ft 1.68 k 2.48 k Left Cantilever Deflection .Length /Defl Right Cantilever Deflection .Length /Defl Start Loc End Loc Start Loc End Loc lbs lbs 0.000 ft .Lu .Lu .Lu Maximum Shear 1 5 Allowable Shear* Job Date: 3:12PM, 10 OCT 07 1£1£12 lg. 100mph.ecw: Calculation 0.00 ft 0.00 ft 0.00 ft 0.000 ft 4.000 ft 4.000 ft 6.000 ft lbs lbs 0.000 ft Beam Design OK 5.0 k 10.2 k Left 3.32 k Right 3.48 k Camber Left 0.000 in Center 0.077 in Right 0.000 in Max 3.32 k Max 3.48 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 lbs lbs 0 000 ft I 1114 TJI 110 SERIES FLR JSTS 15 O.C. AS PER MFG. SPECS. TYP X I 0 a I�}. ;y ��XJ VL 5" 12C 0,1 25'1 XII' LVl 1G 4T.. SIMI XJN U54 FAC M. 14NGI 2 Alt to o 4X10 SIMP5c40 4 FACE It HANGER Slo FLOOR LINE ABOVE 1• 0 a Y b I b n .L-l' qq Yy r q 9" 3$ FLO R LI E AE 7VE 54 X 5 GUS 24F -V4 1 1114 TJ1 110 SERIES FLR J5T5 16 OL A5 PER MFG. SPECS. TYP 1114 T.11 110 SERIES FLR JSTS 16 OL. AS PER MFG. SPECS. TYP CASCADE 1111 d IT.- 4D t 'L2 ±.1- II tk7 4. a 1 1_ I 7 12 191 La-7240 4-91'_/7,r2L lisea c l, Resi dential Design, Design, Inc. Job Name Location 1D) 4 SiD 1 :Z0 4; r,71. 4 12_ 214 Technical Representative .7 111 1 r 1 U. OF 1 )ct_c_,V;,7 5 r 4 VK 1 S (.:4 Job Number I 92 South 2Qh St larorn WA 984C,_ 253.284.3 I 70 3.281..3 I 83 fa: r as, adt ca 1 Sheet of By _VI_ Date I I I I k r 1_Lc3t: i 4 CASCADE Residential Design, Inc. C2L.), 4 Is {2 l/.) 4 2-3 r- A-) 5c o (bt' X►1�8 S I i 13'y 2 -U) 2 o A 2 +z1 4c•I ia LA/ a 1 I .Z rz t 1 1 7— IIS: Yr 4.z 2tzi-n• I?� =I 1 iP •.3 6'� L 111/4 MINI ti 5 -7 1 q. I I I d 4 al i ZI lc 4-v I r sec t I X 7c 1S s !M -►i..u0 a .1 53 4 1 2 r►" 1 3 Ni, ■14111 1 L m It vow avo=17...z WM ti Zt _I )r?I. A LL 171_::-/2 �u 4 i 3,4 U: Job Name Location Technical Representative 1L- J ►s /zs OpP4 L"oor -t W41 102 South 26th St. Tacoma, WA 98402 253.2843170 253.284.3183 fax email: cascade@x.netcom.com ;773 Job Number Sheet tt- II of By 10 Date 7 a 5 5 5 r iW "t iness TJ -Beam® 6.16 Serial Number 7 550 11 7/8" TJ I®110 16" o/c User: 2 2/4/2005 9:57:53 AM Pagel Engine Version: 116.5 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN LOADS. Analysis is for a Joist Member Primary Load Group Residential SUPPORTS. 1 Stud wall 2 Stud wall Input Width 3.50' 3.50' Shear (Ibs) Vertical Reaction (Ibs) Moment (Ft -Lbs) Live Load Defl (in) Total Load Defl (in) TJPro PROJECT INFORMATION. Plan 1882/2SLG CONTROLS FOR THE APPLICATION AND LOADS LISTED Bearing Length 2.25' 2.25' -See TJ SPECIFIER'S BUILDERS GUIDE for detail(s) A3 Rim Board DESIGN CONTROLS. Maximum 471 471 1599 a Living Areas (psf) 40 0 Live at 100 duration, Vertical Reactions (Ibs) Live /Dead /Uplift/Total 373/112/0/485 373/112/0/485 Design -465 471 1599 0 157 0.204 47 Control 1560 1018 3015 0.340 0 679 35 Upper Floor Framing Joists 14' Copyright O 2004 by Trus Joist, a Weyerhaeuser Business TJI® and TJ- Beam® are registered trademarks of Tr Joust e -I Joist" Pro" and TJ -Pro" are trademarks of Trus Joist Y' \TDM \CASCADE \Company File \2003 IBC Calc \Berg Residential \1882 -2sLG \Upper Flo Detail Other 12.0 Dead A Product Diagram is Conceptual. A3. Rim Board 1 Ply 1 1/4' x 11 7/8' 0 8E TJ- Strand Rim Board® A3 Rim Board 1 Ply 1 1/4 x 11 7/8' 0.8E TJ- Strand Rim Board® Control Passed (30 Passed (46 Passed (53 Passed (L/999 Passed (U800) Passed Location Rt. end Span 1 under Floor loading Bearing 2 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading Span 1 Deflection Criteria. STANDARD(LL.U480 TL:U240) Deflection analysis is based on composite action with single layer of 19/32' Panels (20' Span Rating) GLUED NAILED wood decking Bracing(Lu) All compression edges (top and bottom) must be braced at 3' 8' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability TJ -Pro RATING SYSTEM The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED NAILED 19/32' Panels (20' Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.3 ADDITIONAL NOTES. IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ) TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user This output has not been reviewed by a TJ Associate -Not all products are readily available. Check with your supplier or TJ technical representative for product availability THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. OPERATOR INFORMATION: Binh Tran Cascade Residential Design, Inc. btran @cascaderd.com F aming Joists sms 3f; Rev: 580000 User: KW- 0605873, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description Beam 4 General Information Section Name MicroLam: 3.5x11.875 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur Factor Beam End Fixity Wood Density Trapezoidal Loads #1 DL Left DL Right #2 DL Left DL Right Point Loads Dead Load Live Load .distance Summary Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow fb 2,359.29 psi Fb 2,600.00 psi Deflections Center Span. Deflection .Location .Length /Deft Camber using 1.5 Center Left Right 3,330.0 lbs lbs 0.500 ft 3.500 in 11.875 in Sawn 1.000 Pin -Pin 32.500 pcf 72.00 #/ft 72.00 #/ft 220.00 #/ft 220.00 #/ft 3,330.0 lbs lbs 6.500 ft Dead Load -0.235 in 5.676 ft 561 0 D.L. Defl 0.353 in 0.000 in 0.000 in LL Left LL Right LL Left LL Right 16.17 k -ft -0.00 k -ft 0.00 k -ft 0.00 k -ft 17.82 fv 159.96 psi Fv 285.00 psi General Timber Beam Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span Left Cantilever Right Cantilever Truss Joist MacMillan, Fb Base Allow Fv Allow Fc Allow E lbs lbs 0.000 ft 0.907 1 16.2 k -ft 17.8 k -ft at 6.512 ft at 11 000 ft Total Load -0.343 in 5.676 ft 384 46 Reactions. Left DL Right DL Title Dsgnr Description Scope 240.00 #/ft 240.00 #/ft 420.00 #/ft 420.00 #/ft lbs lbs 0.000 ft Span= 11 00ft, Beam Width 3.500in x Depth 11.875in, Ends are Pin -Pin 11 00ft ft ft MicroLam 1.9 E 2,600.0 psi 285 0 psi 750.0 psi 1,900.0 ksi Left Cantilever Deflection .Length /Defl Right Cantilever Deflection .Length /Defl Start Loc End Loc Start Loc End Loc lbs lbs 0.000 ft .Lu Lu .Lu Job Date: 3:15PM, 10 OCT 07 1882- 2sIg.100mph ecw: Ca Imitations 0.00 ft 0.00 ft 0.00 ft 0.000 ft 6.500 ft 6.500 ft 11 000 ft lbs lbs 0.000 ft lbs lbs 0.000 ft Beam Design OK Maximum Shear *1 5 6.6 k Allowable 11.8 k Shear Left 6.61 k Right 5 06 k Camber Left 0.000 in Center 0.353 in Right 0.000 in 5.12 k Max 6.61 k 3.10 k Max 5 06 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 V Rev 580000 User KW- 0605873, Ver 5.8.0, 1- Dee -2003 (c)1983 -2003 ENERCALC Engineering Software Description Beam 5 [General Information Section Name 6x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur Factor Beam End Fixity Wood Density [Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 5.500 in 9.500 in Sawn 1 000 Pin -Pin 32.500 pcf 392.00 #/ft #/ft #/ft Max Stress Ratio 0.958 Maximum Moment Allowable Max. Positive Moment 5.78 k -ft Max. Negative Moment 0.00 k -ft Max Left Support 0.00 k -ft Max Right Support 0.00 k -ft Max. M allow 6.03 fb 837.97 psi fv Fb 875.00 psi Fv [Deflections Center Span. Dead Load Deflection -0 023 in .Location 3.000 ft Length /Defl 3,123.9 Camber using 1.5 D.L. Defl Center 0.035 in Left 0.000 in Right 0.000 in General Timber Beam 1 5.8 k -ft 6.0 k -ft at at 82.26 psi 170.00 psi Code Ref: 1997 NDS, 2003 IBC 2003 NFPA 5000. Base allowables are user defined II Center Span Left Cantilever Right Cantilever Douglas Fir Larch, No.2 Fb Base Allow Fv Allow Fc Allow E Total Load -0.073 in 3.000 ft 982.56 3.000 ft 0.000 ft LL LL LL Span= 6.00ft, Beam Width 5.500in x Depth 9.5in, Ends are Pin -Pin Title Dsgnr• Description Scope Reactions. Left DL Right DL 6.00 ft ft ft 875.0 psi 170.0 psi 625.0 psi 1,300.0 ksi 880.00 #/ft #/ft #/ft Left Cantilever Deflection .Length /Defl Right Cantilever Deflection .Length /Defl .Lu Lu .Lu Job Date: 3:11 PM, 10 OCT 07 1852- 2s1g,1 OOmph.ecw.Calcule 0.00 ft 0.00 ft 0.00 ft Beam Design OK 4.3 k 8.9 k Left 3.85 k Right 3.85 k Camber Left 0.000 in Center 0.035 in Right 0.000 in Maximum Shear *1 5 Allowable Shear 1.21 k 1.21 k Max 3.85 k Max 3.85 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 r Rev: 580000 User K1N- 0605873, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description Beam 6 LGeneral Information Section Name MicroLam 3.5x11.875 Beam Width 3.500 in Beam Depth 11.875 in Member Type Sawn Bm Wt. Added to Loads Load Dur Factor 1 000 Beam End Fixity Pin -Pin Wood Density 32.500 pcf LFuII Length Uniform Loads Center Left Cantilever Right Cantilever Summ Span= 9 OOft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow fb 628.30 psi Fb 2,600.00 psi Deflections Center Span. Deflection .Location .Length /Defl DL DL DL Dead Load -0.017 in 4.500 ft 6,442.6 Camber using 1.5 D.L. Defl Center 0.025 in Left 0.000 in Right 0 000 in 96.00 #/ft #/ft #/ft General Timber Beam at at 54 16 psi 285.00 psi Code Ref 1997 NDS, 2003 IBC 2003 NFPA 5000 Base allowables are user defined Center Span 9.00 ft Left Cantilever ft Right Cantilever ft Truss Joist MacMillan, MicroLam 1 9 E Fb Base Allow 2,600.0 psi Fv Allow 285.0 psi Fc Allow 750 0 psi E 1,900.0 ksi Total Load -0.068 in 4.500 ft 1,596.05 4.500 ft 0.000 ft LL LL LL Reactions. Left DL Right DL Title Dsgnr Description Scope 3.500in x Depth 11.875in, Ends are Pin -Pin 0.242 1 4.3 k -ft 17.8 k -ft 4.31 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 17.82 fv Fv 320.00 #/ft #/ft #/ft Maximum Shear *1 5 Allowable Shear 0.47 k 0.47 k Left Cantilever Deflection .Length /Defl Right Cantilever Deflection .Length /Defl Camber .Lu .Lu Lu Job Date: 3:11 PM, 10 OCT 07 I 882 -2sIg, IOOmph.ecw. Calc lotion 0.00 ft 0.00 ft 0.00 ft Beam Design OK 2.3 k 11.8 k Left 1 91 k Right 1.91 k Left 0.000 in Center 0.025 in Right 0.000 in Max 1.91 k Max 1.91 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0 0 0.0 I I Rev 580000 User KW-0605873, Ver 5.8.0 1- Dec -2003 (0)1983 -2003 ENERCALC Engineering Software Description Beam 7 General Information Section Name 4x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur Factor Beam End Fixity Wood Density Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 3.500 in 9.250 in Sawn 1.000 Pin -Pin 32.500 pcf Span= 3.00ft, Beam Width 3.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow fb 142.63 psi Fb 900.00 psi [Deflections Center Span. Deflection .Location .Length /Deft Camber using 1.5 D. Center Left Right Dead Load -0.001 in 1.500 ft 57,309.5 L. Deft 0.001 in 0.000 in 0.000 in 0.59 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 3.74 fv Fv 120.00 #/ft #/ft #/ft 17 88 psi 180.00 psi Title Dsgnr• Description Scope General Timber Beam Code Ref: 1997 NDS, 2003 IBC 2003 NFPA 5000. Base allowables are user defined Center Span 3.00 ft Left Cantilever ft Right Cantilever ft Douglas Fir Larch, No.2 Fb Base Allow 900.0 psi Fv Allow 180.0 psi Fc Allow 625.0 psi E 1,600.0 ksi Total Load -0.003 in 1.500 ft 13,836.14 LL LL LL Ends are Pin -Pin Depth 9.25in, 0.158 1 0.6 k -ft 3.7 k -ft at 1.500 ft at 0.000 ft Reactions. Left DL Right DL 400.00 #/ft #/ft #/ft 0.6 k 5.8 k Left 0.79 k Right 0.79 k Camber Left 0.000 in Center 0.001 in Right 0.000 in Maximum Shear *1 5 Allowable Shear 0.19 k 0.19 k Left Cantilever Deflection .Length /Deft Right Cantilever Deflection .Length /Defl .Lu Lu .Lu Job Date: 3:11 PM, 10 OCT 07 1882 -2slg, 100mph ecw. Calculations 0.00 ft 0.00 ft 0.00 ft Beam Design OK Max 0.79 k Max 0 79 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 I Rev 580000 User KW- 0605873, Ver 5.8.0, 1 -Dec 2003 (c)1983.2003 ENERCALC Engineering Software n«as�ro ?leg.reak.rtalnw:usw au Description Beam 8 I General Information Section Name Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur Factor Beam End Fixity Wood Density Center Left Cantilever Right Cantilever Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow fb 1 116.98 psi Fb 2,600.00 psi !Deflections 'vaN Center Span. Deflection .Location LFuII Length Uniform Loads MicroLam. 5.25x11.87 5.250 in 11.875 in GluLam DL DL DL Left 0.000 in Right 0.000 in Title Dsgnr Description Scope General Timber Beam c>�'ridNAL 1 000 Pin -Pin 32.500 pcf Dead Load -0 053 in 6.000 ft 144.00 #/ft #/ft #/ft Fb Base Allow Fv Allow Fc Allow E Span= 12.00ft, Beam Width 5.250in x Depth 11.875in, Ends are Pin -Pin 0.430 1 11.5 k -ft 26.7 k -ft 11 49 k -ft at 6.000 ft 0.00 k -ft at 0.000 ft 0.00 k -ft 0.00 k -ft 26.73 fv 77.37 psi Fv 285.00 psi Code Ref 1997 NDS 2003 IBC, 2003 NFPA 5000. Base allowables are user defined', ij Center Span 12.00 ft Left Cantilever ft Right Cantilever ft Truss Joist MacMillan, MicroLam 1 9 E LL LL LL Reactions. Left DL Right DL 2,600.0 psi 285.0 psi 750.0 psi 1 900.0 ksi 480.00 #/ft #/ft #/ft Maximum Shear *1 5 Allowable 0.95 k 0.95 k .Lu .Lu .Lu Job Date: 5.43PM, 10 OCT 07 1882 2sI9,100mph.ecw:Calculations 0.00 ft 0 00 ft 0.00 ft Beam Design OK 4.8 k 17.8 k Shear Left 3.83 k Right 3.83 k Camber Left 0.000 in Center 0.079 in Right 0.000 in Max 3.83 k Max 3.83 k Total Load Left Cantilever Dead Load Total Load -0.214 in Deflection 0.000 in 0 000 in 6.000 ft Length /Defl 0.0 0 0 .Length /Defl 2,718.0 673.33 Right Cantilever Camber using 1.5 D.L. Defl) Deflection Center 0.079 In .Length /Deft 0.000 in 0.000 in 0.0 0.0 Rev: 580000 User KW- 0605873, Ver 5.8.0, 1 -Dec -2003 (c)1983 -2003 ENERCALC Engineering Software mei Description Beam 8 LFuII Length Uniform Loads Summary Title Dsgnr• Description Scope General Timber Beam Job Date: 3.11 PM, 10 OCT 07 1882- 2sI0.100mph.ecw:Calculafi !General Information Code Ref: 1997 NDS, 2003 IBC 2003 NFPA 5000. Base allowables are user defined 1 Section Name 5.125x10.5 Center Span 12.00 ft .Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft .Lu 0.00 ft Beam Depth 10.500 in Right Cantilever ft .Lu 0.00 ft Member Type GluLam Douglas Fir 24F V8 Bm Wt. Added to Loads Fb Base Allow 2,400.0 psi Load Dur Factor 1 000 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 32.500 pcf E 1 700.0 ksi Center DL 144 00 #/ft LL 480.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 12.00ft, Beam Width 5.125in x Depth 10.5in, Ends are Pin -Pin Max Stress Ratio 0.608 1 Maximum Moment 11.5 k -ft Maximum Shear *1 5 4 9 k Allowable 18.8 k -ft Allowable 12.9 k Max. Positive Moment 11 45 k -ft at 6.000 ft Shear Left 3.82 k Max. Negative Moment 0.00 k -ft at 0.000 ft Right 3.82 k Max Left Support 0.00 k ft Camber Left 0.000 in Max Right Support 0.00 k -ft Center 0.130 in Max. M allow 18.83 Right 0 000 in Reactions. fb 1 459.11 psi fv 91 07 psi Left DL 0.94 k Max 3.82 k Fb 2,400.00 psi Fv 240 00 psi Right DL 0.94 k Max 3.82 k [Deflections Center Span. Dead Load Total Load Left Cantilever Dead Load Total Load Deflection -0.087 in -0.353 in Deflection 0 000 in 0.000 in .Location 6.000 ft 6.000 ft Length /Deft 0.0 0.0 .Length /Defl 1,661 4 407 79 Right Cantilever Camber using 1.5 D.L. Defl) Deflection 0.000 in 0.000 in Center 0.130 in .Length /Defl 0.0 0.0 Left 0.000 in Right 0.000 in I Rev 580000 User KW-0605873, Ver 5.8.0, 1- Dec -2003 (op ENERCALC Engineering Software Description Beam 9 [General Information Section Name 5.125x15 Beam Width 5.125 in Beam Depth 15.000 in Member Type GluLam Bm Wt. Added to Loads Load Dur Factor 1 000 Beam End Fixity Pin -Pin Wood Density 32.500pcf LFull Length Uniform Loads Center Left Cantilever Right Cantilever Summary Span= 20.00ft, Beam Width 5.125in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow fb 1,802.46 psi Fb 2,358.52 psi d eflections Center Span. Deflection .Location .Length /Defl Camber using 1.5 Center Left CO Right DL DL DL 28.87 k -ft 0.00 k -ft 0 00 k -ft 0.00 k -ft 37 77 fv Fv Dead Load -0.319 in 10 000 ft 751 6 D.L. Defl 0.479 in 0.000 in 0,000 in 200.00 #/ft #/ft #/ft General Timber Beam Depth 15.in, Ends are Pin -Pin 0.764 1 28.9 k -ft 37.8 k -ft at 10.000 ft at 0.000 ft 99 14 psi 240.00 psi Code Ref: 1997 NDS, 2003 IBC 2003 NFPA 5000. Base allowables are user defined Center Span Left Cantilever Right Cantilever Douglas Fir 24F V8 Fb Base Allow Fv Allow Fc Allow E Total Load -0.848 in 10 000 ft 282.95 LL LL LL Scope Reactions. Left DL Right DL Title Dsgnr• Description 20.00 ft ft ft 2,400.0 psi 240.0 psi 650.0 psi 1 700.0 ksi 360.00 #/ft #/ft #/ft 7.6 k 18.5 k Left 5.77 k Right 5.77 k Camber Left 0.000 in Center 0.479 in Right 0.000 in Maximum Shear 1 5 Allowable Shear 2.17 k 2.17 k Left Cantilever Deflection .Length /Deft Right Cantilever Deflection .Length /Defl .Lu .Lu .Lu Job Date: 3 10 OCT 07 1882- 2sIg,100mph.sew: Calculation 1 0.00 ft 0.00 ft 0.00 ft Beam Design OK Max 5.77 k Max 5.77 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 1 Rev 580000 Us KW- 0605873, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description Beam 10 LGeneral Information Section Name Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur Factor Beam End Fixity Wood Density Trapezoidal Loads #1 DL Left DL Right #2 DL Left DL Right [Point Loads Summary Dead Load Live Load .distance Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow fb 2,327 18 psi Fb 2,760.00 psi Deflections Center Span. Deflection Location .Length /Defl Camber using 1.5 Center Left Right 5.125x13.5 5.125 in 13.500 in GluLam 5,773.0 lbs lbs 13.000 ft 1 150 Pin -Pin 32.500 pcf 173.00 #/ft 173.00 #/ft 211.00 #/ft 216.00 #/ft lbs lbs 0.000 ft 30.19 k -ft 0.00 k -ft 0 00 k -ft 0.00 k -ft 35.80 fv Fv Dead Load -0.417 in 8.640 ft 460.3 D.L. Defl 0.626 in 0.000 in 0.000 in General Timber Beam 197.21 psi 276.00 psi Code Ref: 1997 NDS 2003 IBC 2003 NFPA 5000. Base allowables are user defined LL Left LL Right LL Left LL Right Center Span Left Cantilever Right Cantilever Douglas Fir 24F V8 Fb Base Allow Fv Allow Fc Allow E lbs lbs 0.000 ft at 9.664 ft at 0.000 ft Total Load -0.789 in 8.320 ft 243.27 Reactions. Left DL Right DL Title Dsgnr• Description Scope 460.00 #/ft 460.00 #/ft 373.00 #/ft 373.00 #/ft Span= 16.00ft, Beam Width 5.125in x Depth 13.5in, Ends are Pin -Pin Max Stress Ratio 0.843 1 Maximum Moment 30.2 k ft Allowable 35.8 k ft lbs lbs 0.000 ft 16.00 ft ft ft 2,400.0 psi 240.0 psi 650.0 psi 1 700 0 ksi Maximum Shear *1 5 Allowable Shear Left Right Camber Left Center Right 2.60 k 6.31 k Left Cantilever Deflection .Length /Defl Right Cantilever Deflection Length /Deft Start Loc End Loc Start Loc End Loc lbs lbs 0.000 ft .Lu .Lu .Lu Max Max Job Date: 3:11 PM, 10 OCT 07 1952- 2sl0,100mph ecw,Calculnt nns 0.00 ft 0.00 ft 0.00 ft 0.000 ft 13.000 ft 13.000 ft 16.000 ft lbs lbs 0.000 ft 13.6 k 19.1 k 6.26 k 9.75 k 0 000 in 0.626 in 0.000 in 6.26k 9.75 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 lbs lbs 0.000 ft Beam Design OK r I Rev' 580000 User: KW-0605873, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description General Information Section Name MicroLam: 3.5x11.875 Beam Width 3.500 in Beam Depth 11.875 in Member Type Sawn Bm Wt. Added to Loads Load Dur Factor 1 000 Beam End Fixity Pin -Pin Wood Density 32.500pcf LFuII Length Uniform Loads Center Left Cantilever Right Cantilever Summary Center Span. Deflection .Location .Length /Defl Camber using 1.5 Center Left Right Beam 11 DL DL DL Span= 7 OOft, Beam Width 3.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment 9.35 Max. Negative Moment 0.00 Max Left Support 0.00 Max Right Support 0.00 Max. M allow 17.82 fb 1,363.85 psi fv Fb 2,600.00 psi Fv LDeflections Dead Load -0.027 in 3.500 ft 3,094.0 D.L. Defl 0.041 in 0.000 in 0 000 in 457.00 #/ft #/ft #/ft 138.82 psi 285.00 psi Total Load -0.089 in 3.500 ft 945.35 LL LL LL Reactions. Left DL Right DL Title Dsgnr Description Scope General Timber Beam Code Ref 1997 NDS 2003 IBC, 2003 NFPA 5000 Base allowables are user defined' Center Span 7 00 ft Left Cantilever ft Right Cantilever ft Truss Joist MacMillan, MicroLam 1.9 E Fb Base Allow 2,600.0 psi Fv Allow 285.0 psi Fc Allow 750.0 psi E 1,900.0 ksi Depth 11.875in, Ends are Pin -Pin 0.525 1 9 3 k -ft 17.8 k -ft k -ft at 3.500 ft k -ft at 7.000 ft k -ft k -ft 1 060.00 #/ft #/ft #/ft Maximum Shear *1 5 Allowable Shear Left Right Camber Left Center Right 1.63 k 1.63 k Left Cantilever Deflection Length /Deft Right Cantilever Deflection Length /Deft .Lu .Lu .Lu Max Max Dead Load 0.000 in 0.0 Job Date: 3:11 PM, 10 OCT 07 0.000 in 0.0 1582 -2510, 100mph.ecw:Calculakions 0.00 ft 0.00 ft 0.00 ft Beam Design OK 5.8 k 11.8 k 5.34 k 5.34 k 0.000 in 0.041 in 0.000 in 5.34 k 5.34 k Total Load 0.000 in 0.0 0.000 in 0.0 1 1 Rev 580000 User KW- 0605873, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description Beam 12. LGeneral Information Section Name Beam Width Beam Depth Member Type Bm Wt. Added to Load Dur Factor Beam End Fixity Wood Density LTrapezoidal Loads #1 DL Left DL Right #2 DL Left DL Right [point Loads Dead Load Live Load .distance MicroLam: 3.5x11.875 3.500 in 11.875 in Sawn Loads 1 000 Pin -Pin 32.500 pcf 5,342.0 lbs lbs 2.000 ft Span= 13.00ft, Beam Width 3 Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow fb 1,515.17 psi Fb 2,600.00 psi [Deflections 156.00 #/ft 156.00 #/ft 16.00 #/ft 16.00 #/ft lbs lbs 0000ft 0.00 k -ft 0.00 k -ft Center Span. Dead Load Deflection -0.231 in Location 5.668 ft .Length /Defl 675.9 Camber using 1.5* D.L. Defl Center 0.346 in Left 0.000 in Right 0 000 in LL Left LL Right LL Left LL Right 17.82 fv 187 85 psi Fv 285.00 psi lbs lbs 0.000 ft Total Load -0.273 in 5.772 ft 572.33 Reactions. Left DL Right DL Title Dsgnr• Description Scope General Timber Beam Center Span Left Cantilever Right Cantilever Truss Joist MacMillan, Fb Base Allow Fv Allow Fc Allow E 213 00 #/ft 213.00 #/ft 52.00 #/ft 52.00 #/ft lbs lbs 0.000 ft .500in x Depth 11 875in, Ends are Pin -Pin 0.659 1 10.4 k -ft 17.8 k -ft 10.39 k -ft at 2.028 ft 0.00 k -ft at 0.000 ft 13.00 ft ft ft MicroLam 1.9 E 2,600.0 psi 285.0 psi 750 0 psi 1,900.0 ksi Left Cantilever Deflection Length /Defl Right Cantilever Deflection Length /Defl lbs lbs 0.000 ft .Lu .Lu .Lu Start Loc End Loc Start Loc End Loc Dead Load 0.000 in 0.0 Job Date: 3.11 PM, 10 OCT 07 0.000 in 0.0 1882- 25Ig,100mph ecw:Calculation Code Ref: 1997 NDS, 2003 IBC 2003 NFPA 5000. Base allowables are user defined 0.00 ft 0.00 ft 0.00 ft Repetitive Member 0.000 ft 2.000 ft 2.000 ft 13.000 ft lbs lbs 0.000 ft Beam Design OK Maximum Shear *1 5 7.8 k Allowable 11.8 k Shear* Left 5.58 k Right 1.37 k Camber Left 0.000 in Center 0.346 in Right 0.000 in 4.94 k Max 5.58 k 1.01 k Max 1.37 k Total Load 0.000 in 0.0 0.000 in 0.0 lbs lbs 0.000 ft Rev' 580000 User: KW-0605873, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description Beam 13 [General Information Section Name MicroLam: 5.25x11.87 Beam Width 5.250 in Beam Depth 11.875 in Member Type Sawn Bm Wt. Added to Loads Load Dur Factor 1 000 Beam End Fixity Pin -Pin Wood Density 32.500pcf LFull Length Uniform Loads Center Left Cantilever Right Cantilever [point Loads Dead Load Live Load .distance 1,371.0 lbs lbs 10.000 ft Summary [Deflections Span= 12.50ft, Right Cant= 5.00ft, Beam Width 5.250in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow fb 1 466.09 psi Fb 2,600.00 psi Center Span. Deflection Location .Length /Defl Camber using 1.5 D. Center Left Right DL DL DL lbs lbs 0.000 ft Dead Load -0.084 in 6.355 ft 1 794.2 L.Defl) 0.125 in 0.000 in 0.116 in 168.00 #/ft #/ft 168.00 #/ft lbs lbs 0.000 ft 0 564 1 15.1 k -ft 26.7 k -ft 15.07 k -ft at 6.355 ft -2.28 k -ft at 12.500 ft 0.00 k -ft -9.28 k -ft 26.73 fv 138.38 psi Fv 285.00 psi Total Load -0.305 in 6.285 ft 492.49 LL LL LL Reactions. Left DL Right DL Title Dsgnr• Description Scope General Timber Beam Code Ref 1997 NDS 2003 IBC 2003 NFPA 5000. Base allowables are user defined Center Span 12.50 ft Left Cantilever ft Right Cantilever 5.00ft Truss Joist MacMillan, MicroLam 1.9 E Fb Base Allow 2,600.0 psi Fv Allow 285.0 psi Fc Allow 750.0 psi E 1,900.0 ksi lbs lbs 0.000 ft 560.00 #/ft #/ft 560.00 #/ft lbs lbs 0 000 ft Depth 11.875in, Ends are Pin -Pin .Lu .Lu .Lu Maximum Shear *1 5 Allowable Shear Camber 1.23 k 3.33 k Left Cantilever Deflection .Length /Defl Right Cantilever Deflection Length /Defl Job Date: 3:11 PM, 10 OCT 07 1882- 2s1o,100moh ecw'Calculelions nil a 0.00 ft 0.00 ft 0.00 ft 1 lbs lbs lbs lbs 0.000 ft 0.000 ft Beam Design OK 8.6 k 17.8 k Left 4 73 k Right 6.48 k Left 0.000 in Center 0.125 in Right 0.116 in Max 4 73 k Max 10.19 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.078 in 0.356 in 1,547.3 337.2 1 Rev' 580000 User KW-0605873, Ver 5 8 0, 1-Dec-2003 Multi -Span Timber Beam (01983 -2003 ENERCALC Engineering Software Description 13a. upper floor beam over hallway support #11 girder !General Information Truss Joist MacMillan, MicroLam 1.9 E Spans Considered Continuous Over Support [zimber Member Information Description Span Timber Section Beam Width Beam Depth End Fixity Le: Unbraced Length Member Type Loads Live Load Used This Span Dead Load #/ft Live Load #/ft Dead Load Live Load Start End Dead Load Left Dead Load Right Live Load Left Live Load Right Start End Point #1 Dead Load Live Load @X Point #2 Dead Load Live Load @X [Results Mmax Cntr @X= Max Left End Max Right End fb Actual Fb Allowable Shear Left Shear Right fv Actual Fv Allowable in -k ft in -k in -k psi psi k k psi psi Reactions Deflection DL Left LL Left Total Left DL Right LL Right Total Right Max. Deflection @x= Query Values k k k k k k in ft span 1 ft 4 00 16.00 MicroLam: MicroLam: 3.5x11.87 3.5x11.87 in 3.500 3.500 in 11.875 11.875 Pin Pin Pin Pin ft 0 00 0.00 Yes span 2 Yes 16.00 53.00 #/ft 264 00 #/ft 500.00 ft ft 2.000 16.000 #/ft 16.00 #/ft 16.00 #/ft 53.00 #/ft 53 00 ft 2.000 ft 4 000 16.000 lbs 8,700.00 1,000.00 lbs ft 2.000 4.000 lbs 5,342.00 lbs ft 4 000 82.5 19.2 2.00 9.17 0.0 -63.8 -63.8 0.0 1 002.6 776.2 2,600.0 2,600.0 Bending OK Bending OK 4.20 1.63 11.51 047 220 0 56.6 285.0 285.0 Shear OK Shear OK 3.79 11.93 0.41 1.21 4.20 13.14 11 93 0.14 1.21 0.33 13.14 0.47 -0.014 -0.062 1.84 8.96 SISMICOMIllawawswarwinwwwwwww Fb Basic Allow Fv Basic Allow Title Dsgnr• Description Scope Code Ref: 2001 NDS, 2003 IBC 2003 NFPA 5000. Base allowables are user defined 2,600.0 psi 285.0 psi n .I Job Date: 3:39PM, 10 OCT 07 Elastic Modulus Load Duration Factor 1 g82 -2sIg 100mph eew. CalcuIatio.,s 1,900.0 ksi 1 000 1 Rev 580000 User KfN- 0605873, Ver 5.8.0, 1 -Dec -2003 (c)1383 -2003 ENERCALC Engineering Software Location ft 0.00 0.00 Moment in -k 0.0 -63.8 Shear k 4.2 1.6 Deflection in 0.0000 0.0000 Title Dsgnr Description Scope Multi -Span Timber Beam Description 13a. upper floor beam over hallway support #11 girder Job Date: 3:39PM, 10 OCT 07 19fl-Jg. 100..,ph.ocw •Cerc..tse,o., Rev: 580000 User KW-0605873, Ver5.8.0, 1- Dee -2003 (c)1383 -2003 ENERCALC Engineering Software Description 13b window header support girder [General Information Section Name Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur Factor Beam End Fixity Wood Density [Full Length Uniform Loads Center Left Cantilever Right Cantilever [Point Loads Dead Load Live Load distance Summary Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow fb 1 764.38 psi Fb 2,400.00 psi [Deflections Center Span. Deflection .Location .Length /Defl Camber using 1.5 D. Center Left Right 3.125x10.5 3.125 in 10.500 in GluLam DL DL DL 1.000 Pin -Pin 32.500 pcf 6,900.0 lbs 3,816,0 lbs lbs lbs 2.000 ft 0.000 ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 11 48 fv Fv Dead Load -0.032 in 2.000 ft 1 491 7 L. Defl 0.048 in 0.000 in 0.000 in 264.00 #/ft #/ft #/ft General Timber Beam 197 77 psi 240.00 psi MI Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined I Center Span Left Cantilever Right Cantilever Douglas Fir 24F Fb Base Allow Fv Allow Fc Allow E lbs lbs 0.000 ft at 4 000 ft Total Load -0.037 in 2.000 ft 1,280.53 LL LL LL Title Dsgnr• Description Scope V4 Span= 4.00ft, Beam Width 3.125in x Depth 10.5in, Ends are Pin -Pin 0.824 1 8.4 k -ft 11.5 k -ft 8.44 k -ft at 2.000 ft Reactions. Left DL Right DL lbs lbs 0.000 ft 4 00 ft ft ft 2,400.0 psi 240 0 psi 650.0 psi 1,800.0 ksi 500.00 #/ft #/ft #/ft Maximum Shear 1 5 Allowable Shear 7.81 k 3.99 k Left Cantilever Deflection .Length /Defl Right Cantilever Deflection .Length /Defl lbs lbs 0.000 ft Lu .Lu .Lu Job Date: 3:38PM, 10 OCT 07 1882- 2sle.100mph ecw:ealeulation 0.00 ft 0.00 ft 0.00 ft lbs lbs 0.000 ft Beam Design OK 6.5 k 7.9 k Left 4.99 k Right 4 99 k Camber Left 0.000 in Center 0.048 in Right 0 000 in Max 8.81 k Max 4.99 k lbs lbs 0.000 ft Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 r r 24 t 3 DT 24 CRAWL ACCESS 6 MIL. V.13. 6 -V PROVIDE SCREENED W I END. VENTS (13 MX REQ./ 6 -O PATIO 4. coqc. It4 J O 2' .8% FOUNDATION FRAVIING PLAN SLAB ON GRADE CO4C. SLAB CN 4 COMP FILL TvP -4c2Z SLOPE 3/16 FT TOWARD DOORS J BLOCK OUT FOR 11E04 _J 18' X 24' MN CRAILL SPACE ACCESS AAA CASCADE Residential Design, Inc. 1 in) 15 I A )tin-112d I Technical Representative 44^ r 6/11 t P 1 40 je,/ "r I 2. 1- I o r i 132,35'. 2-,/,1 r2LL:—_1? V2- r);% 1,J1 LI,. .13: 1 U I Pc.:32_ 1 Job Name 1 Locatio U DA-t-TM 44 r tto to- to 0, tt O0K Job Number 102 South 26th St Tacoma, \NP 9840 251284.3170 .21.31218i cascadekiti: .nettorn.cor I 1 1 1____L; .4.4. 1 1 r I I 1 't I L Sheet of RY Dr1 Rev 580000 User KW- 0605873, Ve 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCAIC Engineering Software Description Beam 14 !General Information Section Name 4x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur Factor Beam End Fixity Wood Density Full Length Uniform Loads fb Fb !Deflections Center Left Cantilever Right Cantilever Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow 690.70 psi 900.00 psi Center Span. Deflection .Location .Length /Defl Camber using 1.5 Center Left Right DL DL DL 3.500 in 9.250 in Sawn 1 000 Pin -Pin 32.500 pcf Span= 5.00ft, Beam Width 3.500in x Depth 9.25in, Ends are Pin -Pin Max Stress Ratio 0.767 1 2.9 k -ft 3.7 k -ft at 2.500 ft at 0.000 ft 2.87 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 3.74 fv Fv Dead Load -0.011 in 2.500 ft 5,642.2 D.L. Defl 0.016 in 0 000 in 0.000 in 272.00 #/ft #/ft #/ft General Timber Beam 74 11 psi 180.00 psi Total Load -0.035 in 2.500 ft 1 714.24 LL LL LL Reactions. Left DL Right DL Title Dsgnr• Description Scope Code Ref 1997 NDS, 2003 IBC 2003 NFPA 5000. Base allowables are user defined Center Span 5.00 ft Left Cantilever ft Right Cantilever ft Douglas Fir Larch, No.2 Fb Base Allow 900.0 psi Fv Allow 180.0 psi Fc Allow 625.0 psi E 1,600.0 ksi 640.00 #/ft #/ft #/ft Maximum Shear *1 5 Allowable Shear 0.70 k 0.70 k Left Cantilever Deflection Length/Defl Right Cantilever Deflection Length/Defl .Lu .Lu .Lu Job Date: 3.11 PM, 10 OCT 07 1882- 2s10.100mph.ecw: Calculations 0.00 ft 0.00 ft 0.00 ft Beam Design OK 2.4 k 5.8 k Left 2.30 k Right 2.30 k Camber Left 0.000 in Center 0.016 in Right 0.000 in Max 2.30 k Max 2.30 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 1 Q Rev 580000 Us KW Ver 5.8.0, 1 Dec 2003 (c)1983 -2003 ENERCALC Engineering Software Description Beam 15 Full Length Uniform Loads Summary Title Dsgnr Description Scope General Timber Beam n Center DL 16.00 #/ft LL 52.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Job Date: 3:11 PM, 10 OCT 07 1882 -2sIg, 100mph ecw:Cslculetlons G eneral Information Code Ref 1997 NDS, 2003 IBC 2003 NFPA 5000. Base allowables are user defined 11 Section Name 2x10 Center Span 10.00 ft .Lu 0.00 ft Beam Width 1.500 in Left Cantilever ft .Lu 0 00 ft Beam Depth 9.250 in Right Cantilever ft .Lu 0.00 ft Member Type Sawn Hem Fir No.2 Bm Wt. Added to Loads Fb Base Allow 850.0 psi Load Dur Factor 1 000 Fv Allow 150.0 psi Beam End Fixity Pin -Pin Fc Allow 405.0 psi Repetitive Member Wood Density 32.500 pcf E 1,300.0 ksi Beam Design OK Span= 10.00ft, Beam Width 1.500in x Depth 9.25in, Ends are Pin -Pin Max Stress Ratio 0.510 1 Maximum Moment 0.9 k -ft Maximum Shear *1 5 0.5 k Allowable 1 7 k -ft Allowable 2.1 k Max. Positive Moment 0.89 k -ft at 5.000 ft Shear Left 0.36 k Max. Negative Moment 0.00 k -ft at 0.000 ft Right 0.36 k Max Left Support 0.00 k -ft Camber Left 0.000 in Max Right Support 0.00 k -ft Center 0.050 in Max. M allow 1 74 Reactions. Right 0.000 in fb 498.80 psi fv 32.61 psi Left DL 0.10 k Max 0.36 k Fb 977.50 psi Fv 150.00 psi Right DL 0.10 k Max 0.36 k [Deflections Center Span. Dead Load Total Load Left Cantilever Dead Load Total Load Deflection -0.033 in -0.124 in Deflection 0.000 in 0.000 in .Location 5.000 ft 5 000 ft .Length /Defl 0.0 0.0 .Length /Defl 3,585.4 964.33 Right Cantilever Camber using 1.5 D.L. Defl) Deflection 0.000 in 0.000 in Center 0.050 in .Length /Defl 0.0 0.0 Left 0 000 in Right 0.000 in I' AIXEyerharuw Busin s TJ -Beam® 6.16 Serial Number 7004113550 User 2 2/4/2005 9:58:57 AM Page 1 Engine Version: 1 16.5 SUPPORTS. -See TJ SPECIFIER'S BUILDERS GUIDE for detail(s) A3 Rim Board DESIGN CONTROLS. PROJECT INFORMATION. Plan 1882/2SLG Copyr ght 2004 by Trus Joist, a Weyerhaeus Bus TJI1 nd TJ -Beam® ar egistered trademarks of Trus Joist e -I Joist' Pro' and TJ-Pro" are trademarks of Trus Joist J 5 Foundation Framing Joists 91/2 "TJI®110 @16 "o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED cf5 10' i LOADS. Analysis is for a Joist Member Primary Load Group Residential Living Areas (psf) 40.0 Live at 100 duration, 12.0 Dead Product Diagram is Conceptual Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live /Dead /Uplift/Total 1 Stud wall 3.50' 2.25' 267 80 0 347 A3. Rim Board 1 Ply 1 1/4 x 9 1/2' 0.8E TJ- Strand Rim Board® 2 Stud wall 3.50' 2.25' 267 80 0 347 A3 Rim Board 1 Ply 1 1/4 x 9 1/2' 0.8E TJ- Strand Rim Board® Maximum Design Control Control Location Shear (Ibs) 332 326 1220 Passed (27 Rt. end Span 1 under Floor loading Vertical Reaction (Ibs) 332 332 1018 Passed (33 Bearing 2 under Floor loading Moment (Ft -Lbs) 796 796 2380 Passed (33 MID Span 1 under Floor loading Live Load Defl (in) 0.069 0.240 Passed (U999 MID Span 1 under Floor loading Total Load Defl (in) 0 090 0 479 Passed (U999 MID Span 1 under Floor loading TJPro 55 35 Passed Span 1 Deflection Criteria. STANDARD(LL:U480 TL.U240) Deflection analysis is based on composite action with single layer of 19/32' Panels (20' Span Rating) GLUED NAILED wood decking. Bracing(Lu) All compression edges (top and bottom) must be braced at 4 7' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability TJ -Pro RATING SYSTEM The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED NAILED 19/32' Panels (20' Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.22 ADDITIONAL NOTES. IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user This output has not been reviewed by a TJ Associate -Not all products are readily available. Check with your supplier or TJ technical representative for product availability THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. Y \TDM \CASCADE \Company F le \2003 IBC Calc \Berg Re odentra1 \1882 -2SLG \Foundation F among Joists sms OPERATOR INFORMATION. Binh Tran Cascade Residential Design, Inc. btran@cascaderd.com Rev* 580000 Us KW-0605873, Ver 5.8.0, 1 -De -2003 (c)1983 -2003 ENERCALC Engineering Software Description Beam 16 !General Information Section Name 4x1 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur Factor Beam End Fixity Wood Density Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary Span= 6.00ft, Beam Width 3.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow 3.74 fb 486.11 psi Fb 900 00 psi [Deflections Center Span. Deflection .Location .Length /Defl Camber using Center Left Right DL DL DL 3.500 in 9.250 in Sawn 1 000 Pin -Pin 32.500 pcf 0.00 k -ft 0.00 k -ft Dead Load -0.009 in 3.000 ft 8,343.4 1.5 D.L. Defl 0.013 in 0.000 in 0.000 in 2.02 k -ft 0.00 k -ft 102.00 #/ft #/ft #/ft fv 46.46 psi Fv 180.00 psi General Timber Beam Code Ref: 1997 NDS, 2003 IBC 2003 NFPA 5000 Base allowables are user defined II Center Span Left Cantilever Right Cantilever Douglas Fir Larch, No.2 Fb Base Allow Fv Allow Fc Allow E Total Load -0.035 in 3.000 ft 2,029 76 LL LL LL Reactions. Left DL Right DL Scope Depth 9.25in, Ends are Pin -Pin 0.540 1 2.0 k -ft 3.7 k -ft at 3.000 ft at 6.000 ft Title Dsgnr• Description 6.00 ft ft ft 900 0 psi 180.0 psi 625.0 psi 1,600 0 ksi 340.00 #/ft #/ft #/ft Maximum Shear *1 5 Allowable Shear 1.5 k 5.8 k Left 1.35 k Right 1.35 k Camber Left 0.000 in Center 0 013 in Right 0.000 in 0.33 k 0.33 k Left Cantilever Deflection .Length /Defl Right Cantilever Deflection .Length /Defl .Lu .Lu .Lu Job Date: 3:11 PM, 10 OCT 07 1 882 -2sIg, 100mph. 0 00 ft 0.00 ft 0.00 ft Beam Design OK Max 1.35 k Max 1.35 k Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 00 Maximum Load For 6x6 DF #1 Wood Post F 1000-psi CD 1 CFb 1 CM 1 C 1 CL 1 CFc 1 E'•= 1600000 psi 6x6 Wood Post Properties F F CD CF F 1000 psi Axial Load Capacity Slenderness Ratio (SL) SL C 0.8 KCE 0.3 KCE E FCE Residential Engneenng Group SL FCE 992 psi PROJECT 2176/2SLG psf p s i plf psf ft 144 Kf 1 h 5.5•in t A• =th A= 30.3in th 3 I•= 1= 76.3in 12 0 6 for unbraced nailed built up posts 0 75 for bolted) FCE F CE 2 FCE I 2 3 1 1 S•= h S =277in C F F' c F, K Cp 2C N 2C C Kf Cp 0.69 F' C F' c F' 688 psi Pmax F'c A max 20816 lb (Maximum post Capacity) Maximum Load For 6x6 HF #2 Treated Post F 460 psi CD 1 CFb 1 CM 1 C 1 CL 1 CF I E' 1045000 psi 6x6 Treated Wood Post Properties F' c F CD CF F' c 460 psi Axial Load Capacity Slenderness Ratio (SL) SL C 0.8 KCE 0.3 KCEE' FCE SL C p FCE 648 psi FCE FCE 1 1 F' c F' c 2C 2C FCE F', C Kf Kf=1 h 5.5•in t•= 5.5•in A• =th A= 30.3in 3 I th I= 76.3in 12 S 12 S= 277in h C =079 Residential Engineering Group LLC 1901 Center Street Tacoma, WA 98409 Tel 253 284 -3100 Fax. 253 284 -3183 Designer TRUC NGUYEN lb plf ft H 10 083 ft psf p s i plf psf ft lb plf ft H 10 083 ft 144 (Kf 0.6 for unbraced nailed built up posts 0 75 for bolted) Cp F' c F' 365 psi Pmax F'c A Pmax 11054 lb (Maximum post Capacity) 10/15/2007 Residential Engineering Group LLC 2176- 2SLG.mcd Residential Er=gineering Group Axial Load Capacity Slenderness Ratio (SL) SL C•= 0.8 h KCE' E' FCE SL` F' C F' c KCE 0.3 FCE 806 psi F' 682 psi Pmax Pc A Maximum Load For 2 2x6 HF #2 Built up Wood Post F' C F F' 682 psi PROJECT 2176/2SLG Maximum Load For 3 -2x6 HF #2 Built up Wood Post psf psi plf psf ft 144 F 1300•psi CD 1 CFb 1 CM 1 Ct'= 1 CL 1 CF 1 1 E'•= 1300000•psi 3 2x6 Built Up Post Properties F' F CD CF, F' c 1430 psi Pmax Fe A Kf 1.0 (Kf 0.6 for unbraced nailed built up posts 0.75 for bolted) h (5.5) in t• =3(1.5)in A• =th 3 I•= th I= 624in4 12 2 FCE FCE FCE S 1 2 S 22.7 m 1+ 1+ F' F'c F', h Cp 2C 2C C Kf Cp =048 Pmax 16871 lb (Maximum post Capacity) psf psi plf psf ft lb plf ft H 10 083 ft 144 F 1300•psi CD 1 CFb 1 CM 1 Ct 1 CL 1 CF c 1 1 E'•= 1300000•psi 2 2x6 Built Up Post Properties F' c F CD CF F' c 1430 psi Kt 10 Axial Load Capacity Slenderness Ratio (SL) H SL h C 0.8 KCE 0.3 A• =th A= 16.5in KCE E' 3 F FCE 806 psi 1 t h 1= 41 6 in SL 2 12 2 F f S I 2 FCE FCE CE S 15 1 in 1+ 1+ h F' c F' c F', Cp Kf 2C C f Cp =048 h 5.5•tn t (2) 1.5•in A 24.8 in 2 Residential Engineering Group LLC 1901 Center Street Tacoma, WA 98409 Tel 253 284 -3100 Fax 253 284 -3183 Designer TRUC NGUYEN (Kf 0.6 for unbraced nailed built up posts 0,75 for bolted) lb plf ft H 10 083 ft Pmax 11247 lb (Maximum post Capacity) 10/15/2007 Residential Engineering Group LLC 2176- 2SLG.mcd Residential ngtneenng Group Maximum Load For 3 -2x4 HF #2 Built up Wood Post psf psi plf psf ft 144 F 1300•psi CD 1 CFb 1 CM 1 C 1 CL 1 CF 1 1 E''= 1300000-psi 3 -2x4 Built Up Post Properties F' F F' c 1430 psi Kf 1 0 (Kf 0 6 for unbraced nailed Axial Load Capacity built up posts 0 75 for bolted) Slenderness Ratio (SL) h 3.5•in t 3 1.5•in SL h C 0.8 KCE 0.3 A t h A 15.8 m KCE' E' FCE FCE 326 psi SL FCE F CE 2 FCE S 1 2 S 9.2 in 1 1 h F F' F' c c c Cp 2C 2C C Kf C 0.22 F' 309 psi Pmax F'c A Pmax 4871 lb (Maximum post Capacity) Maximum Load For 2 2x4 HF #2 Built up Wood Post psf psi plf psf ft 144 F 1300 psi CD 1 CFb 1 CM 1 Ct 1 CL 1 C F c 1 1 E' 1300000•psi 2 -2x4 Built Up Post Properties F' c F CD CFc F' c 1430 psi Kf 1 0 (Kf 0 6 for unbraced nailed Axial Load Capacity built up posts 0 75 for bolted) Slenderness Ratio (SL) h t (2) 1.5•in SL h C 0.8 KCE 0.3 A•= t h A 10.5 m KCE'E' 326 psi 3 FCE FCE P I t h I 10 7 in SL2 12 2 S 12 S =61in FCE FCE FCE h 1+ 1+ F' F' F' c Cp 0.22 Cp 2C 2C C Kf F' C F' c F' 309 psi Pmax F' A PROJECT 2176/2SLG 3 I'= th I =161in 12 Pmax 3247 lb (Maximum post Capacity) Residential Engineering Group LLC 1901 Center Street Tacoma WA 98409 Tel 253 284 -3100 Fax 253 284 -3183 Designer TRUC NGUYEN lb plf ft H 10 083 ft lb plf ft H 10 083 ft 10/15/2007 Residential Engineering Group, LLC 2176 2SLG.mcd Vlaximum Load For 4x4 HF #2 Treated Foundation Post F 1040-psi CD 1 CFb 1 CM 1 C 1 CL 1 CF 1 E' 1235000•psi 4x4 Treated Wood Post Properties F' F CD CF F' c 1040 psi Axial Load Capacity Slenderness Ratio (SL) SL h C p Residential Et,grneenng Group C• =08 KCE 0.3 E FCE E FCE 436 PSI t h 4 I•= I= 12.5 in SL" 12 �2 1 FCE 1 FCE FCE F c F' F' 2C 2C C F' C F' c F' 390 psi Kf Pmax F'c A Maximum Load For 4x4 HF #2 Treated Deck Post psf psi plf psf ft lb plf ft H 10.083 ft 144 Fc 1040•psi CD 1 CFb I CM 1 Ct 1 CL 1 CF 1 E' 1235000-psi F' c F CD CF F' c 1040 psi 4x4 Treated Wood Post Properties Kf 1.0 0 6 for unbraced nailed Axial Load Capacity built up posts 0.75 for bolted) Slenderness Ratio (SL) h 3.5 in t'= 3.5•in SL C 0.8 KCE 0.3 A• =th A 12.3 111 KCEE' FCE FCE 310 psi t h 4 I I= 12.5111 SL 12 FCE FCE 2 FCE S 12 S 7 1 tn 1+ 1+ h F' F' F' c c c Cp 2 C 2 C C_ Kf Cp 0.28 F' C F' c F' 288 psi Pmax F' A PROJECT 2176/2SLG psf psi plf psf ft lb plf ft H 8.5•ft 144 Kf 1 0 (Kf 0 6 for unbraced nailed built up posts 0.75 for bolted) h 3.5•in t 3.5•tn A• =th I2 S h C 0.37 A= 12.3 in 2 S 7 1 in 3 Pmax 4772 lb (Maximum post Capacity) Pmax 3528 lb (Maximum post Capacity) Residential Engineering Group LLC 1901 Center Street Tacoma WA 98409 Tel 253 284 -3100 Fax. 253 284 -3183 Designer TRUC NGUYEN 10/15/2007 Residential Engineering Group, LLC 2176- 2SLG.mcd -al The City of Port Angeles Building inspections Dept. Upon reviewing the single family residential plans submitted for permit, the following are some of the items that will need to be taken in to consideration. 1 Foundation Footing. The minimum size of a footing in Seismic zone Dl are as follows. (1 Story 12" WI 6" min. thick) (2 story 15" W/ 7" min. thick) (3 story 23" W/ 8" min. thick) (Load bearing value of soil 1,500 (psf). With 1 4 bars horizontal continuous 3" off the bottom of footing. The minimum specified compressive strength of concrete in basement walls, foundation walls, exterior walls and other vertical concrete work exposed to weather in moderate weathering table R402.2 of the IRC is 30001bs with a min. of 5% air entrained, but not more that 7 Foundations in seismic categories Dl that exceed 50' -0" in either direction are required to have a continuous footing per section R403.1.2 including support of an interior braced wall line. Locating and marking the property boundary is required for a footing inspection. Tables in chapter 4 of the IRC. Will be applied for soils that are heavy in moisture (hydraulic) in nature or foundation wall over 5' -0" in height. Verify site conditions and unbalanced back fill at time of application. Foundations Drains are required as per section R 405.1 Erosion control and a construction entrance per public works details reqd. 2- Foundation walls. (With a construction joint)Vertical bar reqd to be I A #4 bar with a hook and tied to the footing steel in place at 4' -0" O.C. at footing inspection. One #4 bar horizontal within the top 12 "of the wall.''/" anchor bolt with a 3" x 3" x'/" steel washer is required at 6' -0 "OC for a 1 story and 4' -0 "OC for a 2 story, along and within 12" of each end the pressure treated sill plate. Crawl space ventilation is required at (1') s.f. of vent per (150') s.f. of area per sec. R408.2. 2006 IRC. 6 mill black poly is required in crawl space as a below grade moisture barrier per section R406.3.2 2006 IRC. Finish grade shall be a 6" slope away from foundation within 10' -0" of the foundation wall measured horizontally as per sec. R406.3 2006 IRC. 3- Framing. All connections from a pier to a post and beam are required to have positive connection per code. In addition any connectors/ fasteners in contact with treaded wood are req'd to be hot dipped zinc /gals (See manufacture details.) All floor joist are required to be blocked with 2x material at the beam support. 7/16" OSB sheathing is required to be nailed to pressure treated sill plate and bottom plate or sole plate of wall. (or other approved hold down's). Attic ventilation is required at (1') s.f. of vent per (150') s.f. Of area with an allowable 50% of ventilation can be located in the upper portion of the ridge if applicable per 2006 IRC. Truss design and calculations are required upon submitting an application, lateral connections are required to end walls where truss rafters are perpendicular to end walls. A truss /rafter tie shall be required to prevent uplift per code. 4- Braced Wall Lines. In Seismic category Dl exterior and interior braced wall lines cannot exceed 25' -0" Wall bracing must start within 8' -0" of a transverse wall or a designed collector Standard wall bracing methods are required as per section R602.10.3 of the 2006 IRC. If the wall bracing methods cannot be met, then refer to "Alternate Braced wall panel" Section 602.10.6 of the 2006 IRC. If any of the aforementioned methods cannot be met, engineering design will be required for the "SHEAR WALL" design. Section R602.10.9 for interior braced wall line support for 1 and 2 story buildings require a continuous footing supporting a braced wall line, interior and exterior not to exceed 50' -0 "intervals. FILE 1 5- Egress. Rooms used for sleeping are required to have one window with 5.7'S.F of openable space and a sill height of not more the 44" above finished floor for emergency escape per 2006 IRC. 6- Energy and Air Quality Insulation, Heating, Air conditioning, Lighting, Windows and Appliances to meet 2006 WSEC VIAQ New single family structures are required to have a whole house exhaust fan with a 24hr timer per table 3 -1, 3 -2, 3 -3 of the 2006 VIAQ. Mechanical fresh air intake (FM) is required to have a 24 hr timer or windows in all bedrooms and living, dining area may have intake ports for fresh air per 2006 VIAQ if zone heat is applicable. Exception, when heat pumps with FM are installed a timer on the whole house fan is not required. 7 Dry Wall. (Gypsum wall board) 5/8" type "X" sheets rock is required in the accessible usable space under stairs and on ceiling of a garage only if a habitable area is located above the garage. The rating of the sheet rock nail pattern must be visible to the inspector Nail pattern for all sheet rock and 5/8" to be 8" on center and 12" OC if drywall screws are used. Per table 702.3.5 of the 2006 IRC. Interior braced wall panels are to be inspected prior to tape, bed and texture. Moisture resistant wallboard is required around w /c. A cementuous backer board is required for tiled areas at tub and showers. A perm rated paint is reqd. on the warm in winter side. 8- Plumbing. Water heaters are required to have two approved seismic straps in the upper and lower 1 /3 of the tank per UPC. T &P valve to be 3 /4" I.D and directed to the exterior and turned 90 degree downward not less that 6 -12" above finish grade. Water heater s are required to have a 26 ga. Pan or other approved drain pan with a 3 /4" drain line from pan to exterior per code. Impact protection for w/h and mechanical equip are required to resist 6,0001bs impact if located in the garage area. All DWV are req'd. to be tested under water pressure per 2006 UPC or air test (consult manufacture recommendations for air test) Min. test pressure in Residential LP gas is 30 lbs for 24 hrs. 9- Smoke detectors. shall be located in each sleeping room and in the hall leading to each sleeping area. One smoke detector is required at the top of each stairs, and at least one smoke detector is required on every floor level. Smoke detectors must be within 6" to 12 "from the ceiling if mounted on wall. Smoke detector shall not be less than 36" from any air return. Power supply for smoke detectors shall be from the main house supply that is not switched and required to be battery back up. Smoke detectors to be inter connected so that if one smoke detector alarm will start a chain reaction to all other smoke detectors as per code. 10 Safety glazed tempered glass required within 24" of any doorway edge, along with other requirements as per 2006 IRC. 11- All water, sewer, gas, electrical, drywells, downspouts and footing drains are required to be inspected before cover This letter is not intended to cover all items required by the City of Port Angeles, but is to serve as a guide to help you understand frequently asked questions, "ALL WORK IS SUBJECT TO FIELD APPROVAL" 11/07 a t